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Home My WebLink About2456 TOWN GARDEN RD; STRUCT; CBC2016-0049; Permit (3)CBC2016-0049 STRUCTURAL CALCS PART 4 OF 4 / / / / Structural Calculations i for Via Sat 1 Bressi Ranch '1 Parking Structure :1 Phase 1 I Carlsbad,, CA - Plan C krk Respo I Y Olume 3&C February 3, 2017 I MN CULP&TANNER structural engineers 55 Independence Circle, Suite 201 Chico, California 95973 530.895.3518 FAX 530.895.3544 ctchico @ culpandfanner. com Via Sat Bressi Ranch Parking Structure Plan Check Response Vol. 3 February, 3 2017 TABLE OF CONTENTS 1. Response to Plan Check Comments Plan Check Comment #25 Calcs........................................................................1 Plan Check Comment #27 Calcs ........................................................................ 2 Plan Check Comment #43 Calcs........................................................................3 2. Lateral Analysis Redesign for Shallower Grade Beams Loads & Applied Forces......................................................................................4 Frame Story Shears............................................................................................17 Grid 1 Frame Redesign.......................................................................................28 Grid 9 Frame Redesign.......................................................................................56 Grid 23 Frame Redesign.....................................................................................77 Grid A / 2-6 Frame Redesign.............................................................................112 Grid A / 16-18 Frame Redesign.........................................................................140 Grid D Frame Redesign......................................................................................161 I S Drift 1 I RAM Frame 15.03.00.000 RAM Siructutal System DataBase: ViaSat PSi - 01-06-2017 01/06/17 16:07:00 Benttey Building Code: IBC Ii ., ,. , Steel Code: IBC I CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint 17- P-Delta: No Ground Level: L2 Lvi I 6AP e v A /4J$WA A LOAD CASE DEFINITIONS: 1 Dyni Dyn Dyn_ASCE710_CQC_X_+E I Dyn2 Dyn DynASCE710_CQC_X_-E Dyn3 Dyn DASCE710_CQC_Y+E I Dyn4 Dyn ; 4 ' 4,,' i,i/ 1/ ; Displacements for semirigid diaphragm are reported based on nodal displacements near to selected point. 4I e- /4 (fe- &4I/ J' ,/fe- *1ii e RESULTS: I 74) (47.582, 95.843) i Location(ft): Story LdC Displacement Story Drift Drift Ratio in in in in Rf Lvi Dyni 0.4304 0.2058 0.1194 0.0519 0.0009 0.0004 I . Dyn2 0.4431 0.1954 0.1254 0.0471 0.0009 0.0003 Dyn3 0.2601 0.3356. 0.0864 0.0697 0.0006 0.0005 Dyn4 0.2006 0.4876 0.0635 0.0946 0.0005 0.0007 I . Grd Lvi Dyni 0.3242 0.1601 0.1449 0.0706 00011 0.0005 Dyn2 0.3329 0.1543 0.1493 0.0675 0.0011 0.0005 I Dyn3 0.1801 0.2670 0.0761 0.1107 0.0006 0.0008 Dyn4 0.1442 0.3947 0.0632 0.1679 :0.0005 0.0012 Li Lvi Dyni 0.1874 0.0943 0.1874 0.0943 0.0013 0.0007 Dyn2 0.1931 0.0909 0.1931 0.0909 0.0013 0.0006 Dyn3 0.1049 0.1567 0.1049 0.1567 0.0007 0.0011 I Dyn4 0.0827 0.2277 0.0827 0.2277 0.0006 0.0016 L2 Lvi Dynl 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 I Dyn2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Dyn3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 I Dyn4 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Drift 2 I RAM Frame 15.03.00.000 RAM SiructuSysiem DataBase: ViaSat PSI - 01-06-2017 01/06/17 16:07:00 '( JBentLey, Building Code: .IBC / t/.' , j_ Steel Code: IBC CRITERIA: Rigid End Zones; Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint P-Delta: No Ground Level: .L2 Lvi LOAD CASE DEFINITIONS: I Dyni Dyn Dyn_ASCE710_CQC_X_+E R Dyn2 Dyn Dyn_ASCE7l0JQC_X_-E Dyn3 Dyn Dyn ASCE7i0_CQC_Y_+E I Dyn4 Dyn Dyn ASCE710CQC_Y_-E Displacements for semirigid diaphragm are reported based on nodal displacements near to selected point. I RESULTS: 'e '' 31r,. - (f-\. (lit 200 1'A(Q\ Location I U.) • (L T.UJ' .', J U.T JU) I Story LdC Displacement Story Drift Drift Ratio I x Y X Y X Y in in in in Rf Lvi Dynl 0.4863 0.1623 0.1349 0.0319 0.0010 0.0002 I Dyn2 0.4880 0.2047 0.13 85 0.0411 0.0010 0.0003 Dyn3 0.2761 0.3250 0.0865 TYI 0,0006 0.0004 Dyn4 0.2227 0.4572 0.0656 0.08i4J 0.0005 0.0006 I Grd Lvi Dynl 0.3648 0.1329 0.l625J 0.0584 0.0012 0.0004 Dyn2 0.3645 0.1662 10.16321 0.0737 0.0012 0.0005 I Dyn3 0.1948 .0.2757 0.0821 j0.1201 0.0006 0.0009 Dyn4 0.1617 0.3780 0.0701 0.0005 0.0012 Li Lvi Dynl 0.2123 0.0747 YT 0.0747 0.0015 0.0005 Dyn2 0.2124 0.0928 [0. 1241 0.0928 0.0015 0.0006 I Dyn3 0.1139 0.1564 0.1139 0.1564 0.0008 0.0011 Dyn4 0.0935 0.2140 0.0935 0.214 0.0007 0.0015 cI/s I L2 Lvi Dyni 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Dyn2 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Dyn3 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 1 Dyn4 0.0000 . 0.0000 0.0000 0.0000 0.0000 0.0000 I 1 I '(I I I I 1 I I IC' JOB 6# ENGINEER DESIGN OF L.er — A44. 9s I C-'- i'' i Culp Manner, Inc. 3 STRUCTURAL ENGINEERS SHEET NO. DATE 44 ,\ •,'/ . - ! Is -'a's drn ti? el 4 / e 14 T I I I 41 5" Pr I I I I 4O4.1! /54 7g % / i9t /cdai cZI i) WA L4 f1 ; ' #.iS'• - — - I I I I I 1 I 1 I( I I I I I I I I Loads and Applied Forces RAM SttucwralSysem RAM Frame 15.03.00.000 lBentley, DataBase: ViaSat PSI - 01-06-2017 01/06/17 16:03:17 LOAD CASE: EQ Seismic ASCE 7-10 Equivalent Lateral Force Site Class: D Importance Factor: 1.00 Ss: 1.055 g Si: 0.408g TL: 8.00 S Fa: 1.078 Fv: 1.592 SDs: 0.758 g SDI: 0.433 g Occupancy Category: II Seismic Design Category: D Provisions for: Force Ground Level: L2 Lvi Dir Eccent R Ta Equation Building Period-T X 4-And- 8.0 Std,Ct0.01 6,x=0.90 Calculated +And - 8.0 Std,Ct=0.01 6,x=0.90 Calculated Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs-used k Eq12.8-2 Eq12.8-3 Eq12.8-5 X 0.389 1.400 0.793 0.544 0.095 0.099 0.033 0.095 1.022 Dir Ta Cu T T-used Cs Cs(max) Cs(min) Cs-used k Eq12.8-2 Eq12. 8-3 Eqi2.8-5 Y 0.389 1.400 0.660 0.544 0.095 0.099 0.033 0.095 1.022 Total Building Weight (kips) = 1980096 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE710X+BF Level Diaph.# Ht Fx Fy X Y ft kips kips ft ft Rf Lvi 1 34.62 928.99 0.00 154.40 144.61 Grd Lvi 1 23.29 642.19 0.00 147.38 140.69 Li Lvi 1 11.96 305.44 0.00 146.42 143.26 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips RfLvl 1 928.988 0.000 Grd Lvi 1 642.189 0.000 Li Lvi 1 305.442 0.000 1876.62 0.00 ,45 41* 7-16 cJ I2f 9,Y,/ APPLIED STORY FORCES Type: EQ_ASCE7 10_X+EF Level Ht Fx Fy " s(/? 4) ft kips kips. N Rf Lvi 34.62 928.99 0.00 GrdLvl 23.29 642.19 0.00 41,'i ?3 d4544_ I I, I I I I I I I I I I I I I I I I Loads and Applied Forces 5 RAMStniuraISysem RAM Frame 15.03.00,000 Page 2/4 Ieenttey' DataBase: ViaSat PSi - 01-06-2017 01/06/17 16:03:17 Li Lvi 11.96 305.44 .0.00 1876.62 0.00 APPLIED DIAPHRAGM FORCES Type: EQ ASCE710X-E F Level Diaph.# Ht Fx Fy X. Y ft kips kips ft ft Rf Lvi 1 34.62 928.99 0.00 1.54.40 120,80 Grd Lvi 1 23.29 642.19 0.00 147.3.8 116.88 Li Lvi 1 11.96 305.44 0.00 146.42 119.45 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips Rf Lvi 1 928.988 0.000 GrdLvi 1 642.189 0.000 Li Lvi 1 305.442 0.000 1876.62 0.00 APPLIED STORY FORCES Type: EQ_ASCE71O_X_-EF Level Ht Fx Fy ft kips kips Rf Lvi 34.62 928.99 .0.00 Grd Lvi 23.29 642.19 0.00 Li Lvi 11.96 305.44 0.00 1876.62 0.00 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE71.0Y_+E_F Level Diaph.# Ht Fx Fy .X Y ft kips kips. ft ft Rf Lvi 1 34.62 0.00 928.99 172.61 132.70 Grd Lvi 1 23.29 0.00 642.19 165.59 128.79 LI Lvi 1, 11.96 0.00 305.44 164.63 131.35 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diaph # Sum Fx Sum Fy kips kips Rf Lvi 1 0.000 928.988 Fx Fy kips kips 0.00 928.99 0.00 642.19 0.00 305.44 Ht Fx Fy X . ft kips. . kips ft ft. 34.62 0.00 928.99 136.18 132.70 23.29 0.00 642.19 129.16 128.79 11.96 0.00 305.44 128.20 131.35 I I, i I I I I I I I( I I I I I I I It I Loads and Applied Forces HAM Structural System RAM Frame 15.03.00.000 iIeenuey' DataBase: ViaSat PSi - 01-06-2017 Grd Lvi 1 LILvi 1876.62 APPLIED STORY FORCES Type: EQ_ASCE710Y_+EF Level. Ht ft Rf Lvi 34,62 Grd Lvi 23.29 LI LA 11.96 APPLIED DIAPHRAGM FORCES Type: EQ_ASCE7 I O_Y_-E_F Level Diaph.# Rf Lvi 1 Grd Lvi 1 LILy! 1 Applied Loads for Pseudo-Flexible or Semirigid Diaphragms: Story Diapli# Sum Fx kips Rf Lvi I 0.000 Grd Lvi 1 . 0.000 Li Lvi 1 0.000 1876.62 APPLIED STORY FORCES Type: EQ ASCE7I OY-EF Level Ht. Fx Fy ft kips kips. Rf Lvi 34.62 0.00 928.99 Grd Lvi 23.29 0.00 642.19 LI Lvi 11.96 0.00 305.44 0.00 1876.62 No, I off 642.189 305.442 Sum Fy kips 928.988 642.189 305.442 E. Page 3/4 01/06/17 16:03:17 Loads and Applied Forces RAM SUucbiraiSyem RAM Frame 15.03.00.000 eenfley, DataBase: ViaSat PSI - 01-06-2017 LOAD CASE: Dyn Dynamic Response Spectra for ASCE 7-10 Damping Ratio: 0.05 Scale Factors (X-Dir): 0.1250 (Y-Dir): 0.1250 Site Class: D Ss: 1.055 g SI: 0.408 g Fa: 1.078 Fv: 1.592 SDS: 0.758 g SDI: 0.433 g Ts: 0.571 To: 0.114 TL- 8.000 Modal Combination Technique: CQC Ground Level: L2 Lvi Dir Eccent X + And - Y + And - DIRECTION Type: Dyn_ASCE710_CQC_X_+E X-Axis Type: DynASCE710CQCX-E X-Axis Type: D_ASCE710CQC_Y+E Y-Axis Type: D_ASCE710_CQCY-E Y-Axis GENERATED RESPONSE SPECTRA CURVE Period Spectral Acceleration 0.0000 (To) 0.3033 g 0.1142 (To) 0.7582 g 0.5711 (Ts) 0.7582g 0.5711<T<8.0000(TL) Sa= 0.433g/T T> 8.0000 Sa = 3.464 g / (T*T) 7 01/06/17 16:07:00 I I I 1(1 I e I Building Story um SflicralSystcm RAM Frame 15.03.00.000 ( jeenttey, DataBase: ViaSat PS - 01-06-2017 Shears I CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint P-Delta: No Ground Level: L2 Lvi I Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft: 6.00 Merge Node Tolerance (in) : 0.0 100 Geometry Tolerance (in) : 0.0050 I Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. I Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Ritz Vectors (Load Dependent) Load Case: Dyni Dyn Dyn_ASCE710_CQC_X_+E Level Diaph. # Shear-X Shear-Y kips I kips Rf Lvi 1 463.37 221.63 Lvi 1 819.86 I Grd 427.15 7 Li Lvi 1 1037.49 533.90 L2Lvl 1 5.09 2.86 [;] 01/06/17 16:07:00 Summary - Total Story Shears Level Shear-X Change-X. Shear-Y Change-Y kips kips kips kips Rf Lvi 463.37 463.37 221.63 221.63 GrdLvl 819.86 394.38 427.15 207.57 Li Lvi 1037.49 311.43 .533.90 110.47 L2Lvl 5.09 1042.57 2.86 536.76 Y_ tE $e&4 Load Case: Dyn2 Dyn DynASCE710_CQç_X_-E Level Diaph. # Shear-X kips RfLvl 1 468.25 Grd Lvi 1 828.81 Li Lvl 1 1046.81 L2Lv1 1 5.21 /923 Shear-Y kips X-- 267.42 516.57 646.71 3.49 Summary - Total Story Shears Level. Shear-X kips Rf Lvi 468.25 Grd Lvi 828.81 Li Lvi 1046.81 L2Lvl 5.21 D4 vE 'e Change-X Shear-Y Change-Y kips kips kips 468.25 26.7.42 267.42 398.53 516.57 250.96 307.70 646.71 133.58 1052.01 3.49 650.20 s( 4q,4$'d2j) Building Story Shears g RAM Structural System RAM Frame 15.03.00.000 Page 2/3 IBentLey, DataBase: ViaS.at PSI - 01-06-2017 01/06/17 16:07:00 Load Case: Dyn3 Dyn Dyn_ASCE710_CQC_Y_+E Level Diaph. # Shear-X Shear-Y I kips kips Rf LA 1 290.68 521.68 Grd LA I 533.11 965.27 I LI LA 1 665.77 1213.83 L2 LA 1 3.12 6.32 I Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 290.68 290.68 521.68 521.68 GrdLvi 533.11 244.16 965.27 473.64 I Li LA 665.77 134.96 1213.83 309.36 L2 Lvi 3.12 668.88 6.32 1220.16 >1 /4-1 5/ ,t ((/77/ I 1414 Load Case: Dyn4 Dyn Dyn_A8CE710_CQç_Y_-E Level Diaph. # Shear-X Shear-Y I kips kips / Rf Lvi 1 231.55 508.61 Grd Lvi 1 426.35 959.02 I LI LA 1 532.56 1210.02 L2 LA I 2.42 6.55 I Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Rf LA I 231.55 231.55 508.61 508,61 GrdLvl 426.35 200.53 959.02 477.82 LI LA 532.56 112.87 1210.02 310.02 I L2 LA 2.42 534.95 6.55 1216.57 Load Case: Dyn5 Dyn No_Ec Dyn_ASCE710_CQC_X / Level Diaph. .# Shear-X Shear-Y kips kips Rf Lvi I 1 466.32 247.13 Grd Lvi 1 825.09 476.95 Li Lvi 1 1043.11 596.71 I L2Lv1 1 5.15 3.21 t Summary Total Story Shears I Level Shear-X Change-X ShearY Change-Y kips .kips kips kips I Rf Lvi 466.32 466.32 247.13 247. 13 Grd Lvi 825.09 396.73 476.95 231.76 Building Story Shears 10 RAM SUucIurSystem RAM Frame 15.03.00.000 Page 3/3 ' Ieenttey DataBase: ViaSat PSI - 01-06-2017 01/06/17 16:07:00 I L1.Lv1 1043.11 309.67 596.71 123.45 L2 LA 5.15 1048.26 3.21 599.92 I 9yi .X_A&E 5'4/e ftt - Load Case: Dyn6 Dyn_No_Ec Dyn_ASCE710_CQC_Y Level Diaph. # Shear-X Shear-Y I kips kips RfLvi 1 259.81 528.13 . Grd Lvi 1 477.43 990.09 I LI Lvi 1 596.71 1246.57 L2 LA 1 2.73 6.63 Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips RfLv1 259.81 259.81 528.13 528.13 Grd LA 477.43 221.14 990.09 489.57 Li Lvi 596.71 123.04 1246.57 315.63 L2LvI 2.73 599.42 6.63 1253.19 44- E a, le FS- 1 !7 4) ( ( BASE SHEAR (Dynamic Load Cases) . ..LdC Shear-X Shear-Y I Dyni 5.09 2.86 Dyn2 521 3.49 I . Dyn3 3.12 6.32 Dyn4 2.42 6.55 Dyn5 5.15 3.21 I Dyn6 2.73 6.63 11 01/06/17 16:25:33 Loads and Applied Forces RAM Structural System RAM Frame 15.03.00.000 eenttey, DataBase: ViaSat PSI - 01-06-2017 LOAD CASE: DynSc Dynamic Response Spectra for AS CE 7710 I Damping Ratio: 0.05 Scale Factors (X-Dir): 0.1923 (Y-Dir): 0.1648 Site Class:D Ss: 1.055g Si: 0.408 I Pa: 1.078 Fv: 1.592 SDS: 0.758 g SDI: 0.433. g I Ts: 0,571 To: OJ 14 .L: 8.000 Modal Combination Technique: CQC Ground Level: L2 Lvi Dir Eccent X Y +And - DIRECTION I Type: Dyn_ASCE710_CQC_X+E X-Axis Type: DynASCE710CQCX-E X-Axis DynASCE710CQC_YjEE Y-Axis I Type: ( Type: Dyn_ASCE710_CQC_Y-E Y-Axis GENERATED RESPONSE SPECTRA CURVE I Period . Spectral Acceleration 0.0000 (To) 0.3033 g 0.1142 (To) 0.7582g 1 0.5711 (Ts) 0.7582g 0.5711 <T < 8.0000 (TL) Sa = 0.433 g / T T>8.0000 Sa= 3.464.g/(T*T) I E ~7 I I Loads and Applied Forces RAM Structural Systen RAM Frame 15.03.00.000 %ji3ent(ey, DataBase: ViaSat PSI - 01-06-2017 LOAD CASE: DynSc_No_Ec Dynamic Response Spectra for ASCE 7-10 Damping Ratio: 0.05 Scale Factors (X-Dir): 0.1912 Y-Dir: 0.1599 Site Class: D Ss: 1.055 g SI: 0.408 g Fa: 1.078 Fv: 1.592 SDS: 0.75 8 g SDI: 0.433.g Ts: 0.571 To: 0.114 TL: 8.000 Modal Combination Technique: CQC Ground Level: L2 Lvi 12 Page 2/3 01/06/17 16:25:33 Dir Eccent X None Y •None DIRECTION Type: Dyn_ASCE710_CQC_X X-Axis Type: DynASCE710_CQC_Y Y-Axis GENERATED RESPONSE SPECTRA CURVE Period Spectral Acceleration 0.0000 (To) 0.3033 g 0.1142 (To) 0.7582 g 0.5711 (Ts) 0.7582g 0.5711<T<8.0000(TL) Sa= 0.433g/T T> 8.0000 Sa = 3.464 g /(T*T) LOAD MULTIPLIERS FOR ECCENTRIC LOADING ON SEMIRIGID DIAPHRAGM:SEISMIC AND RESPONSE SPECTRA LOAD CASES Story: Rf Lvi Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.24 0.78 -x 0.77 1.21 +Y --- --- 0.76 1.21 -Y --- --- 1.23 0.79 Story: Grd Lvi Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region +X 1.23 0.79 0.77 1.21 +Y --- --- 0.78 1.22 -Y --- --- 1.22 0.78 Story : Li Lvi Diaph. #: 1 Loading Direction Top Region Bottom Region Left Region Right Region I Building Story Shears 13 RAM Suclural System RAM Frame 15.03.00.000 BentLey' DataBase: ViaSat PS - 01-06-2017 01/06/17 16:25:33 I CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint P-Delta: No Ground Level: L2 Lvi I Mesh criteria: Max. Distance Between Nodes on Mesh Line (fl) : 6.00 Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 I Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. I Rigid Links Included at Fixed Beam-to-Wall Locations Eigenvalue Analysis : Ritz Vectors (Load Dependent) Load Case: Dyn7 DynSc Dyn_ASCE710_CQC_X_+E Level Diaph. # •Shear-X Shear-Y kips I kips Rf Lvi 1 712,84 340.95 I Grd Lvi 1 1261.27 ( LI Lvi 1 1596.07 657.13 821.36 L2Lv1 1 7.83 4.40 I Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 712.84 712.84 340.95 340.95 GrdLvl 1261.27 606.71 657.13 319.33 I LI Lvi 1596.07 479,11 821.36 169.95 L2 Lvi 7.83 1603.90 4.40 825.76 I Load Case: Dyn8 DynSc Dyn_ASCE710_CQC_X_-E Level Diaph. # Shear-X Shear-Y I kips kips Rf Lvi 1 720.36 411.40 Grd Lvi 1 1275.04 794.70 I Li Lvi 1 1610.41 994.90 L2Lv1 1 8.01 5.37 I Summary - Total Story Shears Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips RfLvl 720.36 I 720.36 411.40 411.40 Ord Lvi 1275.04 613.10 794.70 386.08 Li Lvi 1610.41 473.36 994.90 205.49 I L2Lvl 8.01 1618.41 5.37 1000.27 Shear-Y Change-Y kips kips 687.79 687.79 1272.61 624.44 1600.32 407.87 8.34 1608.65 I I Building Story Shears 14 RAM Structural System RAM Frame 15.03.00.000 Page 2/3 BentLey, DataBase: ViaSat PSi - 01-06-2017 01/06/17 16:25:33 Load Case: Dyn9 DynSc Dyn_ASCE71.0CQç_Y_+E Level Diaph. # Shear-X Shear-Y kips kips RfLv1 1 383.23 687.79 Grd LA 1 702.85 1272.61 Li Lvi 1 877.75 1600.32 L2Lvi 1 4.12 8.34 Summary - Total Story Shears Level Shear-X Change-X kips kips Rf Lvi 383.23 383.23 Grd Lvi 702.85 321.91 Li Lvi 877.75 177.93 L2 LA 4.12 881.86 Load Case: flyniO DynSc Dyn_ASCE710_CQC_Y_-E Level Diaph. # Shear-X Shear-Y kips kips Rf LA i 305.28 670.55 Grd Lvi i 562.10 1264.37 Li Lvi 1 702.13 1595.29 L2Lvi 1 3.19 8.64 Summary - Total Story Shears Level Rf LA Grd LA Li Lvi L2 LA Shear-X Change-X kips kips 05.28 305.28 562.10 264.38 702.13 148.80 3.19. 705.28 Shear-Y Change-Y kips kips 670.55 670.55 1264.37 629.96 1595.29 408.72 8.64 1603.93 Load Case: Dynil DynSc_No_Ec Dyn_ASCE710CQC_X Level Diaph. # Shear-X Shear-Y kips kips Rf Lvi 1 713.28 378.00 Grd Lvi 1 1262.06 729.55 LI Lvi 1 1595.54 912.73 L2 LA 1 7.88 4.92 Summary - Total Story Shears Level Shear-X Change-X kips kips RfLv1 713.28 713.28 Grd LA 1262.06 606.83 Shear-Y Change-Y kips kips 378.00 378.00 729.55 354.49 Shear-Y Change-Y kips kips 675.58 675.58 1266.52 626.26 1594.61 403.75 8.48 1603.09 I I I' I I I I I I I ( 1' I I . I I I I I Building Story Shears 15 RAM Frame 15.03.00.000 Page 3/3 %ji3enttey-DataBase: ViaS.at PSI - 01-06-2017 01/06/17 16:25:33 LI Lvi 1595.54 473.67 912.73 188.83 L2Lv1 7.88 1603.41 4.92 917.64 Load Case: Dyn12 DynScNo_Ec Dyn_ASCE710_CQC_Y Level Diaph. # Shear-X Shear-Y kips kips RfLvI 1 332.35 675.58 Grd Lvi 1 610.73 1266.52 LI Lvi 1 763.31 1594.61 L2Lvl 1 3.49 8.48 Summary - Total Story Shears Level Shear-X Change-X kips kips RfLv1 332.35 332.35 Grd Lvi 610.73 282.88 LI LA 763.31 157.40 L2Lv1 3.49 766.78 BASE SHEAR (Dynamic Load Cases) LdC Shear -X Shear-Y Dyn7 7.83 4.40 Dyn8 8.01 5.37 Dyn9 4.12. 8.34 DynlO 3.19 8.64 Dynli 7.88 4.92 Dyn12 3.49 8.48 I I I I I I I I I I ' I I I I I I I 1 I Load Combinations RAM Structural System RAM Frame 15.03.00.000 %Jf3entley, DataBase: ViaSat PSI - 01-06-2017 LOAD CASE DEFINITIONS: D DeadLoad RAMUSER LP PosLiveLoad RAMUSER Dyn7 DSc Dyn_ASCE710—CQC_X_+E Dyn8 DynSc Dyn_ASCE71O_CQC_X_-E Dyn9 DSc DynASCE710_CQC_Y+E DynlO DynSc Dyn_ASCE7i0_CQC_Y-E LOAD COMBINATIONS: User Specified 1 * D+Lp 2 * Dyn7+0.3*Dyn9 3 * Dyn7+0.3*Dyni0 4 * .Dyn8+0.3*Dyn9 5 * Dyn8+0.3*Dynl0 6 * Dy119+0.3*Dyn7 7 * Dy119+0.3*Dyn8 8 * Dynl0+0.3*Dyn7 9 * Dyn10+0.3Dyn8 * = Load combination currently selected to use 16 01/06/17 16:39:30 - - - - - - - - - - - - - - - - - RAM MFrame,1ys is RFAn. 1 DataBase \ at PSi - 01-06-2017 01/06/ 16:27:43 103 ~ 104 S C16') S S 109 UA' -L Shear-Y kips 87.50 206.18 264.18 1.78 Change-Y kips 87.50 118.68 58.00 -262.40 Frame Story Shears 18 RAM structure, System RAM Frame 15.03.00.000 Benttey DataBase: ViaSat PSI - .01-06-2017 01/06/17 16:25:33 I CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction I Member Force Output: At Face of Joint P-Delta: No Ground Level: L2 Lvi I Mesh Criteria: Max. Distance. Between Nodes on Mesh Line (ft): 6.00 Merge Node Tolerance (in) : 0.0 100 Geometry Tolerance (in) : 0.0050 I Walls Out-of-plane Stiffness Not included in Analysis. Sign not considered for Dynamic Load Case Results. I Rigid Links Included at Fixed Beam-to-Wail Locations Eigenvalue Analysis : Ritz Vectors (Load Dependent) I Frame #1 I Load Case: Dyn7 DynSc Dyn_ASCE71O_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y I kips kips kips Rf kips Lvi 38.29 .38.29 77.99 77.99 GrdLvi 78.50 40.21 159.70 8.1.71 I Li Lvl 96.76 18.26 197.05 37.35 L2Lv1 0.65 -96.10 1.34 -195.72 Load Case: Dyn8 DynSc Dyn_ASCE71OCQ_X_-E Level ShearX Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 49.51 49.51 100.62 100.62 Grd Lvi 101.97 .52.46 207.19 106.56 I Li Lvi 126.40 24.43 257.07 49.88 L2Lvl 0.85 -125.55 1.74 ••255.33 Load Case: .Dyn9 DynSc Dyi_ASCE71O_CQQY_+E Level Shear-X Change-X kips kips Rf Lvi 41.94 41.94 Grd Lvi 99.73 57.78 Li Lvi 127.72 27.99 L2Lv1 0.87 -126.85 Load Case: DynlO DynSc Dyn_ASCE71OCQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips RfLvi 78.17 78.17 161.60 161.60 Frame Story Shears 19 flAM structural Syslem RAM Frame 15.03.00.000 Page 2/7 I8enttey, DataBase: ViaSat PS! - 01-06-2017 01/06/17 16:25:33 Grd Lvi 164.66 86.48 339.05 177.45 Li Lvi 208.35 43.69 429.09 90.05 L2Lv1 1.41 -206.94 2.90 -426.20 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dyn7 0.65 1.34 Dyn8 0.85 1.74 Dyn9 0.87 1.78 DynlO .1.41 2.90 Frame .#2 Load Case: Dyn7 DynSc Dyn_ASCE710_CQC_X_+E Level Shear-X ChangeX Shear-Y kips kips kips RfLv1 2.18 2.18 113.14 Grd Lvi 2.91 0.73 217.91 Li LA 3.45 0.54 279.16 L2 LA 0.00 -3.45 1.42 Load Case: Dyn8 DynSc Dyn_ASCE710_CQC_X_-E Level Shear-X. Change-X Shear-Y kips kips Idps RfLv1 2.09 2.09 145.16 Grd Lvi 2.71 0.62 274.93 Li Lvi 3.22 0.50 . 347.50 L2 Lvi 0..00 -3.22 1.77 Change-Y kips 113.14 104.77 61.25 -277.74 Change-Y kips 145.16 129.77 72.57 ..345.73 Load Case: Dyn9 DynSc Dyn_ASCE710_CQç_Y+E I Level Shear-X Change-X Shear-Y kips kips kips Rf Lvi 1.05 1.05 200.20 I .Grd Lv! 1.32 0.26 343.49 Li Lvi 1.61 0.29 417.16 L2Lv1 I 000 -1.61 2.13 Load Case: DynlO DynSc Dyn_ASCE710_CQCY_-E l Level Shear-X Change-X Shear-Y kips kips kips Rf Lvi 0.90 0.90 230.66 I Grd Lvi 1.23 0.33 417.43 Li Lvi 1.48 0.26 520.11 Change-Y kips 200.20 143.29 73.67 -415.03 Change-Y kips 230.66 186.77 102.68 Frame Story Shears 20 I - RAM SuucturaiSystem RAM Frame 15.03.00.000 Page 3/7 IBentteY' DataBase: ViaSat PSI - 01-06-2017 01/06/17 16:25:33 I L2.Lv1 0.00 -1.48 2.65 -517.45 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y I Dyn7 0.00 1.42 Dyn8 0.00 1.77 Dyn9 0.00 2.13 1 DynlO 0.00 2.65 Frame #3 Load Case: Dyn7 DynSc Dyn,_ASCE7IO_CQC_X_+E - I Level Shear-X Change-X Shear-V Change-Y kips kips kips kips I Rf Lvi 30.35 .30.35 163.22 163.22 Grd Lvi 66.06 35.71 357.43 194.21 Li Lvi 81.62 15.56 440.03 82.59 I L2Lv1 0.42 -81.21 2.15 -437.88 Load Case: Dyn8 DynSc Dyn_ASCE71O_CQC_X_-E - I Level Shear- X Change-X Shear-V Change-V kips kips kips kips I . Rf Lvi 33.92 33,92 174.52 174.52 Grd Lvi 64.54 30.62 342.81 168.29 Li Lvi . 8.0.19 15.65 424.74 81.93 I L2 Lvi 0.40 -79.79 2.08 -422.67 Load Case: Dyn9 DynSc Dyn_ASCE710_CQC_Y_+E I Level Shear-X Change-X Shear-V Change-V kips kips kips kips Rf Lvi 70.09 70.09 359.07 359.07 I Grd LA 117.40 47.31 604.26 245.19 LI Lvi 147.49 30.09 758.78 154.51 I L2 Lvi. 0.72 -146.77 3.71 -755.06 Load Case: DynlO DynSc Dyn_ASCE710_CQC_Y_-E I Level Shear-X Change-X Shear-V Change-V kips kips kips kips I RfLv1 45.74 45.74 235.15 235.15 Grd LA 80.57 34.84 415.28 180.13 Li Lvi 101.02 20.44 520.73 105.45 I L2Lv1 0.50 -100.52 2.55 -518.18 Frame Story Shears 21 RAMStrutu;atSystem RAM Frame 15.03.00.000 Page 4/7 %113enttey-DataBase: ViaSat PSI - 01-06-2017 01/06/17 16:25:33 I BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y I Dyn7 0.42 2.15 Dyn8 0.40 2.08 I Dyn9 0.72 371 DynlO 0.50 235 I Frame #4 1. Load Case: Dyn7 DynSc Dyn_ASCE71O_CQQX_+E Level Shear-X Change-X ShearY Change-Y kips kips kips kips I Rf Lvi 49.05 49.05 23.83 23.83 Grd Lvi 287.39 238.34 139.23 115.40 LI LA 368.17 80.78 178.53 39.30 I L2Lv1 1.68 -366.49 .082 -177.71 Load Case: Dyn8 DynSc Dyn_ASCE71O_CQC_X_-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips I . RfLvi 59.82 59.82 29.21 29.21 Grd Lvi 308.07 248.25 149.20 119.99 Li Lvi 399.61 91.54 193.73 44.53 I L2 LA 1.83 -397.78 0.89 -192.84 Load Case: Dyn9 DynSc Dyn_ASCE71O_CQQY_+E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips I Rf Lvi 93.53 93.53 45.94 45.94 Grd Lvi 286.73 193.20 140.42 94.48 I Li LA 381.45 94.72 186.68 46.26 L2Lv1 1.75 -379.70 0.85 -185.82 I •Load Case: DynlO DynSc Dyn_ASCE71O_CQC_Y-E Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips I Rf Lvi 109.77 109.77 54.40 54.40 Grd Lvi 245.36 135.58 120.79 66.39 I tLi LA 324.70 79.35 159.65 38.86 L2 Lvi 1.49 -323.21. 0.73 -158.92. I Frame Story Shears 22 I RAM StwciuiaISysIem RAM Frame 15.03.00.000 Page 5/7 I %ji3enttey, DataBase: ViaSat PSi -01-06-2017 01/06/17 16:25:33 BASE SHEAR (Dynamic Load Cases) I LdC Shear-X Shear-Y Dyn7 1.68 0.82 Dyn8 1.83 0.89 Dyn9 1.75 0,85 DynlO 1.49 0.73 Frame #5 Load. Case: Dyn7 DynSc Dyn_ASCE71O_CQCX_+E Level Shear-X Change-X .Shear-Y Change-( I kips kips kips kips Rf Lvi 229.60 .229.60 0.23 0.23 Grd Lvi 306.64 77.04 0.58 0.35 I Li LA 384.64 78.00 0,42 -0.16 L2 Lvi 2.25 -382.39 0.00 -0.42 Load Case: Dyn8 DynSc Dyn_ASCE710_CQC_X_-E Level ShearX Change-X Shear-Y Change-Y I kips kips kips kips Rf LA 246.47 246,47 0.27 0.27 Grd Lvi 328.46 81.99 0.61 .0.34 I LI LA 409.10 80.64 0.46 -0.15 L2 Lvi 2.39 -406.70 000 -0.46 Load Case: Dyn9 DynSc .DynASCE710_CQC_Y_+E Level Shear-X Change-X Shear-Y ChangeY I. kips kips kips kips RfLv1 103.85 103.85 0.54 0.54 Grd Lvi 150.33 46.48 0.78 0.24 I. Li LA 174.31 23.98 0.73 -.0.05 L2 Lvi In -173.28 0.00 -0.73 Load Case; DynlO DynSc Dyn_ASCE71O_CQCY_-E Level Shear-X Change-X- Shear-Y Change-Y I. kips kips kips kips Rf Lvi 87.37 87.37 0.44 0.44 Grd LA 119.21 31.83 0.70 0.27 I Li Lvi 145.93 26.73 0.62 -0.09 L2 LA 085 -145.08 .0.00 -0.62 Frame Story Shears I> RAM SumcluralSysWm RAM Frame 15.03.00.000 lBenf(ey' DataBase: ViaSat PSI - 01-06-2017 I BASE SHEAR (Dynamic Load Cases) She ar-X I LdC Shear-Y Dyn7 2.25 000 Dyn8 2.39 0.00 Dyn9 1.02 0.00 DynlO 0.85 0.00 Frame #6 Load Case: Dyn7 DynSc DynASCE710_CQC_X_+E Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips RfLv1 448.59 448.59 037 0.37 Grd Lvi 686.21 237.62 0.74 0.36 I LI Lvi 869.59 183.37 0.83 0.09 L2 LA 4.00 -865.59 0.00 -0.83 Load Case: Dyn8 DynSc Dyn_ASCE71O_CQC_X_-E Level Shear-TX Change-X Shear-Y Change-Y I . kips kips kips kips Rf Lvi 409.83 409.83 0.47 0.47 Grd Lvi 610.63 200.80 0.89 0.42 I Li Lvi 772.32 161.70 1.00 0.11 L2Lv1 3.56 -768.77 0.00 -1.00 Load Case: Dyn9 DynSc Dy.n_ASCE710_CQC_Y_+E Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 199.25 199.25 0.89 0.89 Grd Lvi 297.70 98.45 1.23 0.34 I LI Lvi 376.77 79.08 1.42 0.19 L2 Lvi 1.74 -375.03 0.00 -1.42 Load Case: DynlO DynSc Dyn_ASCE710_CQC_Y_-E Level Shear-X Change-X Shear-Y Change-Y I RfLvi kips kips kips kips 185.71 185.71 0.85 0.85 Grd Lvi 297.79 112.08 1.31 046 I Li Lvi 378.22 80.43 1.51 0.19 L2 Lvi 1.74 -376.47 0.00 -1.51 23 Page 6/7 01./06/17 16:25:33 Frame Story Shears RAM S;ruc;uralsysem RAM Frame 15.03.00.000 jIBenttey' DataBase: ViaSat PSI - 01-06-2017 I CRITERIA: Rigid End Zones: Include Effects: 50.00% Reduction 1 Member Force Output: At Face of Joint P-Delta: No Ground Level: L2 Lvi I Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) : 6.00 Merge Node Tolerance (in) : 0.0 100 I Geometry Tolerance (in): 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. l •Sign not considered for Dynamic Load. Case Results. Rigid Links Included at Fixed Beam-to-Wall Locations I Eigenvaiue Analysis: Ritz Vectors (Load Dependent) Frame #1 Load Case: Dynil DynSc_No_Ec DynASCE7 10_CQC_X Level Shear-X Change-X. Shear-Y Change-Y 1 kips kips kips kips RfLvl 43.66 43.66 88.81 88.81 Grd Lvi 90.02 46.36 182.99 94.18 Li Lvi 111.24 .21.22 I 226.36 43.37 L2 Lvl 0.75 -110.49 1.53 -224.83 Load Case: Dyn12 DynSc_No_Ec DynASCE71,0_CQC_Y Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 59.31 59.31 123.09 123.09 Grd Lvi 132.15 72.85 272.60 149.52 Li Lvl 168.03 35.88 I 346.71 74.11 L2Lvl 1.14 -166.89 2.34 -344.37 BASE SHEAR (Dynamic Load Cases) Shear-X Shear-Y I LcIC Dynli 0.75 1.53 Dyn12 1.14 2.34 Frame. #2 - Load Case: Dynil .DynSc_No_Ec Dyn_ASCE710_CQCX I Level ShearX Change-X Shear-Y Change-Y .kips hips kips kips RfLvl 2.13 2.13 129.92 129.92 24 01/06/17 16:25:33 I I i i I I I I I I li I I I I I I I I I Frame Story Shears RAM StwcturaIStem RAM Frame 15.03.00.000 jBenttey, DataBase: ViaSat PSI - 01-06-20 17 Grd Lvi 2.80 0.68 247.79 117.87 L Lvi 3.32 0.52 314.87 67.08 L2 Lvi 0.00 -3.32 1.60 -313.26 Load Case: Dyn12 DynSc_No_Ec Dyn._ASCE710_çQC_Y Level Shear-X Change-X Shear-Y .Change-Y kips kips kips kips Rf Lvi 0.95 0.95 215.77 215.77 GrdLvl 1.22 028 382.01 166.24 Li Lvi 1.49 0.27 470.03 88.02 L2Lvi 0.00 -1.49 2.40 -467.63 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynli 0.00 1.60 Dyn12 0.00 2.40 Frame #3 Load Case: Dyn 11 DynSc_No_Ec Dyn_ASCE710_CQC_X Level Shear-X Change-X Shear-Y Change-Y .kips kips kips kips Rf Lvi 31.34 31.34 164.94 1.64.94 Grd Lvi 64.42 33.07 345.93 180.99 Li Lvi 79.83 15.42 427.30 .81.37 L2 LA. 0.41 -79.43 2.09 -425.21 Load Case: Dyn12 DynSc_NoEc Dyn_ASCE710_CQC_Y Level Shear-X Change-X Shear-Y Change-Y kips kips kips kips Rf Lvi 56.51 56.51 289.94 289.94 Grd Lvi 96.94 40.43 499.11 209.17 Li Lvi 121.66 24.72 626.26 127.15 L2Lv1 0.60 -121.06 3.06 -623.19 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynil 0.41 2.09 Dyn12 0.60 3.06 25 Page 2/4 01/06/17 16:25:33 Frame Story Shears RAM Structural System RAM Frame 15.03.00.000 - ( leentLey DataBase: ViaSat PSI - 01-06-2017 Frame #4 1 Load Case:. Dynli DynScJo_Ec Dyn_ASCE710_CQC_X Level Shear-X Change-X Shear-Y Change- I kips kips kips kips .Rf LA 54.24 54.24 26.44 26.44 Grd Lvi 295.66 24.1.42 143.22 116.78 I Li LA 380.98 85.32 184.73 41.51 L2 LA .1.74 -379.24 0.85 -183.88 Load Case: Dyn12. DynSc_No_Ec DynASCE710_CQC_Y Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 101.80 101.80 50.25 50.25 Grd Lvi 263,12 161.32 12923 78.98 I L! Lvi 349.52 86.40 171.48 42.25 L2 LA 1.60 -347.91 0.78 -170.70 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynli 1.74 0.85 Dyn12 1.60 0.78 I Frame #5 Load Case: Dynli DynScNo_Ec Dyn_ASCE710_CQCX Level Shear-X Change-X Shear-Y Change-Y I kips kips kips kips Rf Lvi 237.01 237.01 0.25 0.25 Grd Lvi 315.99 78.98 0.59 0.34 I LI LA 395.05 79.06 0.44 -0.16 L2 Lvi 2.31 -392.74 0.00 -0.44 Load Case: Dyn12 DynSc_No_Ec Dyn_ASCE710_CQQY Level Shear-X Change-X Shear-Y Change-Y I kips kips Ups kips Rf LA 87.77 87.77 0.48 0.48 Grd LA 123.75 35.98 0.74 0.25 I' Li Lvi 146.83 23.09 0.67 -0.07 L2 LA I 0.86 -145.97 0.00 -0.67 9.1 Page 3/4 01/06/17 16:25:33 Frame Story Shears RAM Structural System RAM Frame 15.03.00.000 JBenttey' DataBase: ViaSat PSI - 01-06-2017 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynil 2.31 0.00 Dyn12 0.86 0.00 Frame #6 Load Case: Dyn11 DynSc_No_Ec Dyn_ASCE7 10_CQQX Level Shear-X Change-X Shear-Y Change-Y hips hips kips kips Rf LA 427.99 427.99 0.42 0.42 Grd Lvi 647.21 219.23 0.82 0,39 LI Lvi 819.80 172.58 0.92 0.10 L2 Lvi 3.77 -816.02 0M0 -0.92 Load Case: Dyn12 flynSc_No_Ec Dyn_ASCE710_CQQY Level Shear-X Change-X Shear-Y Change-Y hips kips kips kips Rf Lvi 185.96 185.96 0.87 0.87 GrdLvl 284.57 98.61 1.27 0.41 Li Lvi 361.00 76.44 1.46 0.19 L2Lv1 1.67 -359.34 0.00 -1.46 BASE SHEAR (Dynamic Load Cases) LdC Shear-X Shear-Y Dynli 3.77 0.00 Dyn12 1.67 0.00 27 Page 4/4 01/06/17 16:25:33 RfLvl------------- ------------------------------------------ ----.......... GrdLvF...............................-•- - C LI Lv --------------- DataBase V4-,,;,Pat. PSi - 01-06-2017 ____ 01/09/' i 10:57:17 L2Lvl• UT-F24x49 cc C. ) C, UT-F24x49 CC C > C' UT-F24x49 (4 C, C, UT-F24x49 CC C., UT-F2449 (4 C, C UT-F24x49 CC 'C C' UT-F24x49 (4 Cl.C' UT-F24x49 (4 'C - UT-F24x49 (4 Cl. UT-F24x48 - c UT-F24x48 I 1 A9 A.6 A.3 - 6.• tf - / t' (f e ;/) Rf LAi Grd Lv LI Lvi L2 Lvi RAM ModeleV15.O3 - Elevation DataBase: Sat PSi - 01-06-2017 12/01/16 11:15:2 to CD — . RAM RM4FrameZKa1ysis RFAn 1 — DataBase: 3at PSi - 01-06-2017 . 01/09/; 1 1.1:01:53 RfLvI---------------- --------------------------- - --- Grd LvI•- -- LILv ---------------------------------------------------------------------------- 25 25 C) 29 29 - 26 26 fl- Co F'-. C) N- -, to N- 70 10 66 66 C) 70 10 C,, 1- C) co - 111 112 87 67 111 111 1.0 1.0 (N - ,- -,- - , F'- '4 LO 1.0 ....................... 85 (N - 65 65 ,.. 55 1 1 1 A.9 A.6 A.3 L 'c" /0 7A c) 0 - - - - - - - - - - - - - - - - - RAM R4Fram9a1ysis.RFAfl.1 . DataBase: 5at PSi - 01-06-2017 01/0.9/i 1 11:02:01, 231 158 0) 221 .221 - 160 236 CD () C') 10 • co - 602 487 IC) 510 510 C) 486 600 0) 0) 0) IC) IC) C) IC) C) Nr C14 972 754 CO 669 668 CD 750 966 C) C) C) C) N- IC) N- IC) c) — C) 10 IC) 10 629 694 c, 04 . 692 626 C'.J C-J — :aA5 RfLVI --------------------- --------- ------- - Grd Lvi-------------------------------- co cm co LI Lvi --------- ---------------------------- - ------------ - -------------------------- C U C U L2Lvi. .... ............................................................................ A9 A.3 A LC . RfLvF-•- -------------------- -------- ..------ ................ GrdLv------ .. L1Lv...................................................................................... L2Lv....................................................... 1 1• 1 A.9 A,6 A.3 DataBase VSat PSi - 01-06-2017 01/09/ 7 11 02 10 LC - 33 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid I Frame: .L2 Lvi End Column? Y COL: End. Col lf end column, enter LorR: L MOMENT CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: Fy= 60 ksi fc = 4.0 ksi b: 24 in h: 48 in d 0 = 45 in dbot = 44 in Sos: 0.76 fl = too MDL: k-ft MLL = k-ft PMEQ(ult) = 629 k-ft VDL= k VLL= k PVEQ (ult) = 85 k MuTOP = 629 k-ft a = 2.63 in As REQUIRED = 3.19 In' DMn = 704 k-ft ,As Min = 3.60 in2 a= 3.29 in As PROVIDED = 358]h2:.Mpr = 970 kft MnIMu = 1.119 MuBOT = 629 k-ft a = 2.63 in As REQUIRED: 3.27 in' 'tMn 688 k-ft As Min = 3.52 in a = 3.29 in As PROVIDED = 3.S 1 112 Mpr = 948 k ft Mn/Mu 1.093 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.5 ft Bm Mpr Top @ Rt Adj Col = 970 k-ft Bm Mpr Bot @ Rt Adj Cal = 948 k-ft Ve= 123.7 k VUmox = 123.7 k vu/$-- 0.156 ksl vc= 0.000 ksi AV @ 12'oc = 0.750 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left BmAv@60 00: 037 in 2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVE0 Col Above = 127 k I (Confined 4 sides) 204 1.265 ksi Col Above h = 36 in 2 (3 or 20pp sides) 151/ 0.949 ksi Col Above b = 24 in 3 (Alt others) 124 0.759 ksi Joint Shear: 0.165 ksl < 12*4Vc Type (1,2 or 3): 3 34 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat ConcWt: NW FRAME/LEVEL: Grid I Frame: L2 Lvi End Column? Y COL: mt Cal If end column, enter L or R: L CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: Fy= 60 ksi fc = 4.0 ksi b= 24 in h= 48 in d10 = 45 in. = 44 in So= 0.76 fl = 1.00 MOL k-ft MLL k-ft pMEQ(ult) = 694 k-ft VOL k VLL k PVEQ (ult) = 85 k MuTOP = 694 k-ft a = 2.63 in As REQUIRED = 3.53 in2 Mn = 704 k-ft As Min = 3.60 in2 a = 3.29 in As PROVIDED = 3.58 2 Mpr = 970 k ft OMn!MU 1.014 MuBOT = 694 k-ft a= 2.63 in As REQUIRED = 3.61 in' 'DMn = 688 k-ft As Mm = 3.52 in2 a = 3.29 in As PROVIDED =. 3.58 in2 Mpr = 948 k ft MnIMu = 0.991 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.5 ft Bm Mpr Top © Rt Adj Cot = 970 k-ft Bm Mpr Bot @ Rt Adj Cot = 948 k-ft Ve= 123.7 k VUmax = 123.7 k vu/4rr 0.156 ksi vc= 0.000 ksi AV @ 12"oc = 0.750 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in LeftBmAv@60 oc= 037 In JOINT SHEAR TYPE ( I (Confined 4 sides) CONDITION 20 4 ALLOWABLE 1.265 ksi PVEQ COI Above = 155 k Cal Above h = 36 in 2 (3 or 2 opp. sides) 15 4 0.949 ksi Cot Above b =24 in 3 (All others) 12 4 0.759 ksl Joint Shear 0 077 ksl < 12*.JI c Type (1,2 or 3): 3 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 35 PT-Beam: (Unbonded) PT fpu = 270 ksi ACable = 0.153 in' Fpt = 108 .k #cables = 4 24.5 in Y9 = 24.5 In JOB: Via Sat FRAME!LEVEL: Grid I: LI .LvI COL: Grid A Cal CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Fy = 60 ksi f'c = 4.0 ksi b= 24 in h = 49 in d 0 46 in dbot = 46 in Cone Wt: NW End Column? Y If end column, enter L or R: L SD 0.76 fl= tOO MDL = 22 k-ft MLL = 5 k-ft PMEO (ult) = 966 k-ft VDL= 12 k VLL = 3 k pV 0 (ult) = 111 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP = 1001 kft a = 4.63 in As REQUIRED = 3.92 in' çIMn = 1015 k-ft As Min = 3.68 in a = 5.36 in As PROVIDED = 400 in2 Mpr = 1333 k ft Mn/Mu = 1.015 MuBOT = 950 k-ft a = 4.63 in As REQUIRED = 3.65 in' Mn =1015 k-ft As Min = 3.68 in a = 5.36 in As PROVIDED = 400 in2 Mpr = 1333 kft Mn/Mu 1.069 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.5 ft Bm Mpr Top @ Rt Adj Col = 1226 k-ft Bm Mpr Bot © Rt Adj Col = 1226 k-ft Ve= 165.1 k VUmax = 184.3 k vu/4= 0.223 ksi vc= 0,000. ksi AV @ 12"oc 1.069 in2/ft Smallest Long. Bar Size = # & Stirrup Size = # 4 Max. Stirrup Spacing = 6.0 In Use 6.0 in Left Bm Av @60 oc = 0,53 In2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ Cc,! Above = 85 k I (Confined 4 sides) 204 1.265 ksi pV0 Cal Below = 126 k 2(3 or 2 opp. sides) 154 0.949 ksi h 0i = 36 in 3 (All others) 12 4 0.759 ksi beo, = 24 in Type (1,2 or 3): 3 . Joint Shear = 0.43 4 ksi < 12*4rc 36 Load Input Load combinations 2nd Level? = YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm (1 .2+0.2S0 )D+f1 L+pEQ Cot CIr Ht Above = 7.25 ft PUIA = 180 k Cot CIr Ht Below = 7.92 ft MUIA = 229 k-ft P01 Above = 58 k Max Up Above UT-Bm (0.9-0.2S 5)D-pEQ PLL Above = 5 k PU2A = -54 k pPEQ(ult)Above = 97 k Mu2A = 219 k-It MDL Above= 12 k-It M11 Above = 3 k-ft Max Down Below UT-Bm LCI: (1.2+0.2S0 )D+f1L+pEQ PMEQ (ult) Above = 210 k-ft PU1B = 333 k Muls = 519 k-ft PDL Below = 87 k PLL Below = 8 k Max Up Below UT-Bm LC2: (0.9-0.2S05)D-pEQ PPEQ (ult) Below = 207 k PU2B = -142 k MU2B = 509 k-ft MDL Below = 12 k-ft MLL Below = 3 k-ft PMEQ (ult) Below = 500 k-ft Biaxial Column? = NO Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mn cots? 6/51Mn beams (@ Centerline of Joint) Column Checks: (Load Combos. C Cot from SPCol with = 1.0: LCI: (1.2+0.2S0s) LC2: (09-0.2S0s) MnLC1A = 1106 k-ft MnLC2A = 868 k-ft Mfl116 = 1251 k-ft Mn128 = 765 k-ft Sum 2357 Sum 1633 Clockwise Beam Moments: Mn Cols @ CL = 2624 k-ft 6/5*MnBms@CL = 1605 k-ft 1.63 1 >1.O OK Counterclockwise Beam Moments: Mn Cols @CL = 2624 k-ft 6/5*MnBrns@CL_ 1605 k-ft 1.63 >1.0 OK PMRJ EQ (ult) at Base = 503 k-ft Code Level Design: (Phi = Std code values) LC1: (1,2+O.2S0s) LC2: (0.9-0.2Sos) = 333 k Pu,LC2 = -142 k Mu,Lcj = 518 k-ft Mu,12 = 510 k-ft LC3: A9 fI20) PLi,1c3 = 173 k MU,LC3 = 515 k-It Overstrength Design, Mn: (Phi = 1.0) EM MAX = 1.17 Mn> 603 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy). BM, MAX = 1.38 MPR> 694 k-ft /S & Ve SHEAR REINFORCEMENT b501 = 24 in F 1 = 60 ksi h 01 = 36 in hxmax = 9.0 in = 33.0 in # of Cot Verts = 12 (out to out of ties) b x-dir = 21.0 in Smallest Col. Vert = # 8 bcy.dir = 33.0 in # Crossties Y-Dir = I Cot CIr Ht Below = 7.92 ft # Crossties X-Dir = 3 f ', = 4.0 ksi Tie Size = # 5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in V0 = 4 k VLL = I k PVEO (uli) = 126 k LC1: (1.2+0.2S0s)D+fl L+pEQ LC2: (0.9-0.2S0s)DpEQ Vu, LC1 = 132 k Vu, LC2 = 129 k Ve, Design = 267 k Ve, Design = 210 k vu/= 0.450 ksi vu/4= 0.353 ksi v. = 0.151 ksi v = 0.000 ksi A = 1.43 in2/ft A5 = 1,70 in2 If LC3: (A9 fj20) VU, LC3 = 131 k Ve, Design = 248 k vuI4= 0.418 .ksi v = 0.000 ksi A 2;01 in2lft COLUMN BELOW SHEAR DESIGN Cot from SPCol with 4) = 1.0 & 1.25*Fy: LC1: (1.2+0.2Sos) LC2: (0.9-0.2S05) MpR,LC1A = 1286 k-ft MPR,LC2A = 1055 k-ft MPR,LCIB = 1423 k-ft MpR,Lc2a = 968 k-ft Column Design Moment !A' Above Beam: (NOT USED IN THIS DESIGN, INPUTAS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR bms-cw = 291 kft MPR ,,w = 291 k-ft MPR bms.ccw = 291 kft MpR ccvi = 291 k-ft DESIGN MOMENT W (USED IN DESIGN OF COt. ABOVE) DESIGN MOMENT 37 COI.JBM JOINT .ØiLV1. BEING DESIGNED Column Design Moment B' Below Beam: (Design Mpr) DESIGN MOMENT C MPR, bms-cw = 693 k-ft MPR. cw = 693 k-ft (INPUT DESIGN MOMENT W FROM MpR,bms.ecw = 693 k-ft MPR,CCW = 693 k-ft DESGIN Of JOINT LVI. BELOW or COL Mpr (? BASE WHERE OCCURS( COL BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Cot Mpr, LC1: (1.2+0.2SDS): MPR = 1423 k-ft. Cot Mpr, LC2: (0.9-0.2SDS): MPR = 969 k-ft Cot Mpr, LC3: (Ag*fc/20): MPR = 1274 k-ft Ash @5.5" oc = 0.69 in2 Ash ©.5" oc = 0.69 in' AV @ 5.5" oc = 0.66 ifl' AV @ 5.5" oc = 0.78 in' AV req'd @ 5.5" oc = 0.92 in AVp ovjded V-dir = 0.93 in' Ash req'd Perp @ 5.5" oc 1.09 in' Ashprovidd X-dir = 1.55 in2 Ash @5.5" oc = 0.69 in4 Av @5.5" oc = 0.92 in' Tie Length = 22.00 ft Tie Weight = 50.1 lb/ft I STRUCTUREPOINT - spCoiuinn v5.11 (TM) Page 2 Licensed to:'Culp & Tanner. License ID: 66.4.33-1056042-4-1FB48-1F864 0,4,409/17 G \1JOBS\ViaSat PS\EWGINEERING\Design\Frames\Grid 1 Frame\Cois\End Coi\L2 Lvi col 93046 PM General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 1 Frame\Cois\End Col\L2 Lv1.col ( Project: Grid 1 Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units.: English Run Option: Investigation Slenderress: NOt considered I Run Axis: X-axis Column Type: ,Structural Material Properties: Concrete, Standard Steel: Standard I f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es . 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in Epsu = 0.003 in/in Beta! = 0.85 Section: Rectangular: Width = 24 in Depth. = 36 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 01n ?0. 0 i I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) I 41 3 0.38 0.11 41 4. 0.50 0.20 41 5 0.63 0.31 #--6 0.75 0.44 7 0.88 0.60 41 8 1.00 0.79 41 9 1.13 1.00 41 10 1.27 1.27 41 11 1.41 1.56 41 14 1.69 2.25 41 18 2.26 4.00 I Confinement: Tied; 414 ties with #10 bars, #4 with larger bars. ( .phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As. = 12.00 in2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in2 X (in) Y (in) Area in"2 X (in) Y (in) Area in2 X (in) Y (in) I 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 •.1..00 0.0 -15.4 1.0.0 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored-Loads-and-Moments with Corresponding Càpacitiés: Pu Mux PhiMnx PhiNn/Mu NA depth Dt depth 6p5t phi No.. kip k-ft k-ft in in. l 1 333.00 518.00 1146.59 2.214 8.96 33.44 0.00820 0.900 2 ------ 142.00 510.00 667.97 1.310 4.20 33.44 0.02091 0.900 3 173.00 515.00 1001.03 1.944 7.19 33.44 0.01096 0.900 End of output *** I P(kip) 39 4000 -, ------------------------------------------------- 0 0 0 0 : r ,(/ / 3000 4—X 1s0 ,.'' '\ fs0 - - - -" ---' " \ ;(Pmax) (Pmax) / O 0 / / I fs=p.fyA '\fs=051y 0 0 0 ---\fs0 V , V \ .X --------- -------\------- /•-------- 24x36in Ifs0.5 fs0.5fy Code: ACI 318-11 V -\j----------------- ------ --\1000--1t:----------------------------- Units: English Run axis: About X-axis / Run option: Investigation : \\ :lenderness.Not considered / / Column type: Structural -180.0 -1400 -1000 00 -200 200 -5%'2 10001 1400 1800 Bars: ASTM A615 Mx (k-ft) Date 01/09/17 (Pmin) Time: 14:46:37 .1------L--------------------------------------- -----1------------- ----- ;L_1J I STRUCTUREPOINT - spColumn v5.1 1 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 File: G:\1 JOBS\ViaSat PS\ENGI NEERING\Design\Frames\Grid I Frame\Cols\End CoI\L2 LvLcol Project: Grid 1 Frame Column: End Col Engineer: CJ f'c=4ksi fy 60 ksi Ag=864inA2 129bars Ec = 3605 ksi Es = 29000 ksi As 12.00 inA2 rho = 1.39% fc = 3.4 ksi e_yt = 0.00206897 In/in Xo = 0.00 in Ix = 93312 ln'4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 1A4 Betal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c): = 0.65 Size Diam (in) Area (in"2) 4 4 0.50 0.20 4 7 0.88 .0.60 4 10 1.27 1.27 4 18 2.26 4.00 Size Diam (in) Area (in2) 4 5 0.63 0.31 4 8 1.00 0.79 4 11 1.41 1.56 I STR)JCTUREPOINT - spColuma v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1.056042-4-1FB48-1F964 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 1 Frame\Cols\End Col\Ll Lvi cal I General Information: File, Name: G:\1JOBS\ViaSat Ps\ENGINEERIMG\Design\Frames\Grid 1 Frame\Cois\End Col\Ll Lvl..col ( Project: Grid 1 Frame I Column: End Cal Engineer: CO Coder ACt 318-11 Units: English sage 01.109117 4045 PM Slenderness: Not considered Column Type: Structural Run Option: Investigation I Run Axis: X-axis Ma terial. Properties: Concrete: Standard I f'c = 4 ksi Ec .= 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in Betal = 0.85 I Section: Rectangular: Width = 24 in I Gross section area, Ag = 864 in"2 Ix = 93312 in4 rx = 10.3923 In Xo= 0 i Reinforcement: Steel: Standard fy = 60 ksi Es = 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in ly = 41472 inA4 ry = .9282 in Yo = 0 in - Bar Set: ASTM A615 Size Diam (in) Area (in2) ' 4 3 0.38 0 .11 4 6 0.75 0.44 4 9 1.13 1.00 4 14 1.69 2.25 I .. Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ( .phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 12.00 in ^2 at rho = 1.39%. Minimum clear spacing = 5.31 in Area in2 X (in) Y (in) Area in'2 X (in) ? (in) Area in2 X (in) Y (in) I 1.00 -9.4 15,4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 .0.0 -15.4 1.00 9.4 -15.4 .1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -94 -9.0 1.00 9.4 9.0 1.0.0 9.4. 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx. PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft in in I l 180.00 229.00 .1007.75 4.401 7.26 33.44 0.01082 0.900 2 -54.00 219.00 773.98 3.534 5.17 33.44 0.01640 0.900 3 333.00 519.00 114659 2.209 8.96 33.44 000820 0 900 4 -142.00 509.00 667.97 1.312 4.20 33.44 0.02091 0.900 *** End of output **. I ( o o 0, 0 0 24 x 36 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: lnestigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01109/17 Time: 14:45:57 P(kip) 41 ----------------------------------------- / \ / , / \ 3000- ------------- -. 1s0 fs0 ----------------------------- \ (Pmax) -------(Pmax) " V fs=O.5fyi ------- 2000 H--------------- jfs=0.5fy H ' X 1 / ,\ ----- , /----- \i000--/ \ \\\ / \ // •\ / 9 1—i'10,00 1400 1800 Mx (k-ft) (Prnin) (Pmin) I------------,.. -----t------------------1000 I STRUCTUREPOINT - spColumn v5.11 (TM,). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 I File: G:\lJOBSWiaSat PS\ENGI NEERING\Design\Frames\Grid 1 Frame\Cols\End Col\LI LvLcol Project: Grid 1 Frame Column: End Col fc=4ksi Ec =3605 ksi fc=3.4ksi e_u = 0.003 in/in Betal = 0.85 Confinement: Tied Engineer: CJ Ag = 864 inA2 As = 12.00 inA2 Xo. 0.00 in Yo = 0.00 in 12 #9 bars rho = 1.39% Ix = 93312 in"4 ly = 41472 inA4 fy 60 ksi Es = 29000 ksi e_yt = 0.00206897 in/in Min clear spacing = 5.31 in Clear cover = 2.00 in phi(a) = 0.8, phi(b) = 0.9.,phi(c) = 0.65 IBC DUCTILE FRAME BEAM DESIGN Vet. 7.4 42 JOB: Via Sat FRAME/LEVEL: Grid 1: LI Lvi COL: Grid A.3 & A.6 Cots LEFT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = .270 ksi f 'c = 4.0 ksi Acable = 0.153 l' b= 24 in Fpt= 108 k h = 49 in #Cables = 4 d09 = 46 in dpt = 241.5 in dbOt = 46 in y9 = 24.5 in SDS .076 fl = 1.00 MDL = 38 k-ft MLL = 9 k-ft PMEO (ult). = 754 k-ft VDL = 14 k VLL = 3 k pV 0(uIt) = 111 k SECONDARYPTM 0 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP= 814 k-ft a 4.32 in As REQUIRED = 2.93 In' Mn = 937 k-ft As Min = 3.68 in a= 4.98 in As PROVIDED = 3.58 in2 Mpr = 1226 k ft eMn/Mu = 1.1.50 MuBOT = 726 k-ft a = 4.32 in As REQUIRED = 2.46 in' Wn = 937 k-ft As Mm 3.29 in a = 4.98 in ASPROVIDED= 358 in2 Mpr= 1226 kft q,Mn/Mu = 1.291 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.5 ft Bm Mpr Top @ Lt Adj Cot = 1333 k-ft Bm Mpr Bot @Lt Adj Col = 1333 k-ft Ve= 165.1 k VUmax = 187.0 k vu/4= 0.226 ksi vc= 0.000 ksi Av@12oc = 1.084 1n2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max.. Stirrup Spacing = 6.0 in Use 6.0 in LeftBmAv@60 oc 054 in2 TYPE CONDITION ALLOWABLE I (Confined 4 sides) 204 1.265 ksi 2(3 or 2 opp. sides) 15 4 0949 ksi 3 (All others) 12 4 0.759 ksi Type(1,2 or 3): 2 ConcWt: NW End Column? N RIGHT FACE OF COL UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f c = 4.0 ksi ACable = 0.153 ir' b = 24.0 in Fpt = 108 k h = 49.0 in #Cables = 4 dt,p = 46.0 in dpt = 24.5 in dbOt = 46.0 in YCg = 24.5 in MDL = 38 k-ft = 9 k-ft PMEQ (ult) = 669 k-ft VDL = 14 k VLL = 3 k PVEO (ult) = 87 .k SECONDARY PTM= 0 k-ft PT Fult top = 137.6 k PT Full bot =. 137.6 k MuTOP = 729 k-ft a = 4.32 in As REQUIRED = 2.48 in' Mn = 937 k-ft As Min = 3.31 i62 a = 4.98 in As. PROVIDED 358 in Mpr 1226 ktt cbMn!Mu = 1.285 .MuBOT = 641 k-ft a = 4.32 in As REQUIRED = 2.02 in' DMn = 937 kft As Min = 2.70 in a- 4.98 in .AS PROVIDED 356 n2 Mpr = 1226 kft CDM n/Mu = 1.463 Rt Bm Stir. Fy = 60 ksi Clear Span to Right 15.5 ft Bm Mpr Top @ Rt Adj Col = 1226 k-ft Bm Mpr Bot @ Rt Adj Col = 1226 k-ft Ve= 158.2 k VUmax 180.1 k vu/$= 0,218 ksi vc= 0.000 ksi AV @ 12"oc = 1.044 in2/ft Smallest Long. Bar Size = 98 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in 'R t B rn Av'@ 6. 07 0c 0.152 2 1 PVEQ Cal Above = 139 k 155 k h 01 = 36 in b 01 = 24 in Joint Shear = 0.595 ksi < 15*40c Load Input 2nd Level? = YES Roof Level? = I NO Col CIr Ht Above = 7.25 ft Col Cir Ht Below "'2 7.92 ft I DL Above = 93 k U. Above = 11 k PPEQ (ult) Above = 3 k MDL Above = 0 k-ft MLL Above = 0 k-ft I pMEQ(Ult) Above = 418 k-ft PDL Below = 140 k I PLL Below = 17 k R pPEQ(ult) Below = 26 k I MDL Below = 0 k-ft I MLL Below = 0 k-ft pM Q (ult) Below = 708 k-ft Biaxial Column? = I I NO Load combinations Ultimate Loads: Max Down Above UT-Bm LC1: (1.2+0.2S S)D+f1L+pEQ PUIA = 140 k MujA= 418 k-ft Max Up Above UT..Bm LC2: (0.9-0.2SDS)D-pEQ Pu2A = 67 k MU2A = 418 k-ft Max Down Below UT-Bm LC1: (1.2+0.2S05)D+fl L+pEQ PUIB 232 k• Mu1 = 708 k-ft Max Uo Below UT-Bm LC2 (0.90.2S05)D-pEQ PU2B = 79 k MUM = 708 k-ft I Minimum Flexural Strength of Columns: Mn cols > 6/5Mn beams (@ Centerline of I Col from SPCol with 4) = 1.0: LCI: (1.2+0.2S05) LC2: (0.9-0.2S05) MnLC1A = 1143 k-ft MnLc= 1071 k-ft I MnLC18 = 1232 k-ft MnLc2B= 1083 k-ft I Sum 2375 Sum 2154 43 I Clockwise Beam Moments: Mn Cols @ CL = 3302 k-ft 615*ZMn Bms@CL t 2992 k-ft 1.10 >1.0 OK I Counterclockwise Beam Moments: Mn Cols @ CL = 3302 k-ft l 6J5* Mn Bms © CL = 2992 k ft 110 > 1.0 OK I.. I Design of Column at Grade Beam: Column Checks: (Load Combos, Overstrength) PMR.AM EQ (ult) at Base = 517 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2S0s) LC2: (0.9-0.2SD3) PU,Lcj = 232 k PU,LC2 = 79 k Mu,Lcj = 517 k-ft MU,Lc2.= 517 k-ft LC3: (A9*fd20) PU,LC3 = 216 k Mu,LC3 = 517 k-ft Overstrength Design, Mn: (Phi = 1.0) FWIMRAM BM. MX 1.46 Mn> 756 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) IM,R/7-MRAm Bm, mAx 1.72 MPR> 891 k-ft 's & Ve SHEAR REINFORCEMENT b 01 = 24 in = 36 in = 33.0 in (out to out of ties) b x.dr = 21.0 in y-dlr =• 33.0 in Col Cir Ht Below = 7.92 ft '= 5.0 ksi VDL 0 K VLI = 0 k PVEQ (ult) = 155 k LCI: (1.2+0.2S0s)D+f1 L+pEQ VU,Lc1 = 155 ' Ve, Design = 332 k vu/4= 0.560 ksi V 0.160 ksi A = 1.92 in2/ft F 1 = 60 ksi hxmax = 9.0 in #of Co[ Verts= 12 Smallest Col. Vert = # 8 # CrOssties Y-Dir = I # Crossties X-Dir = 3 Tie Size= #5 MaxTie Spacing = 5.67 in Tie Spacing = 4.0 in LC2: (0.9-0.2S $)D-pEQ Vu, LC2 = 155 k Ve, Design = 314 k vu/i= 0.529 ksi v. = 0.000 ksi A,= 2.54 in2lft LC3: (A91I20) VU, L03= 155 k Ve, Design = 331 k Vu I4-- 0.557 ksi v= 0.000 ksi = 2.67 in2/ft 'Es 44 .Ut ivlpg,, IlOUl .,r,.vI WILLI 9 - J.v CI kzu ry. DESIGN MOMENTW LCI: (1.2+0.2S s) LC2: (09-0.2S)(USED IN DESIGN OF CD).ABOVE) MPRLCIA 1343 k-ft MPR.LC2A = 1273 Ic-ft I \Y I MPRLCIB = 1428 k-ft MPR,LC2B = 1285 k-ft Column Design Moment 'A Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) I / COLJBM JOINT MPR, bms-cw 711 k-ft MPR, cw = 711 k4t CV LVI. BEING MPR,,flSCCW = 711 k-ft MPRCCW = 711 k-ft oESIGNMoMENT'B'.__.j..__J DESIGNED Column Design Moment.'B' Below Beam: I I -01 BEING (Design Mpr) DESIGN MOMENT 'C' V DESIGNED MPR, bms.cw = 1205 k4t MPR, 1w = 1205 k-ft .(INPUT DESIGN MOMENT W FM MPRbmCCW = 1205 •k-ft MPR,ccw= 1205 k-ft DESGIN OF JOINT LVI. BELOW or COL Mpr l BASE WHERE OCCURS) Column Design Moment 'C' Above Beam L Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) Col Mpr, LC1: (1.2+0.2SDS): Col Mpr, LC2: (0.9-0.2SDS): Col Mpr, LC3: (Ag1`020): (Design Mpr.) MPR = 1428 k-ft MPR = 1285 k-ft MPR = 1414 k-ft Ash @4.0" oc = 0.63 We Ash @4.0" oc = 0.63 in' Av@4.0"oc 0.64 in' Av@4.0"oc= 0,85 in' Av req'd @4.0" oc 0.89 in' V-dir = 0.93 in2 Ash req'd Perp @4.0" cc 0.99 in' AShprovlded X dir = 1.55 in2 Ash @4.0" oc = 0.63 in' Av @4.0" oc = 0.89 in' Tie Length 22.00 ft Tie Weight 68.8 lb/ft I STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-lFB48-lFB64 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 1. Frame\Cols\Int Col\L2 Lvl.col I General Information: File Name: G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 1 Frame\Cols\Int. Col\L2 Lvl.col ( Project: Grid 1 Frame I Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English. Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural iage z 01/09/17 04&9 PM Material Properties: Concrete: Standard f'c = .4 ksi Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in Betal.= 0.85 I Section: Rectangular:. Width = 24 in Gross section area, Ag = 864 in2 Ix = 93312 in"4 rx = 10.3923 in .Xo = 0 in Steel: Standard fy =60ksi Es = 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in ly = 4147.2 in4 ry = 6.9282 in Yo = 0 in I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Dims (in) .Area (in2) I ----------- #3 038 011 #4 050 020 #5 063 031 # 6 0.75 0.44 # 7 0.88 0.60 9 8 1.00 0.79 # .9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 I # 14 1.69 2.25 i( 18 2.26 4.00 .... Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ( .phi (a) = 0.8, phi(b) = 0..9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 in2 at rho = 1.511 Minimum clear spacing = 5.24 in Area in.2X (in) Y (in) Area in2 X (in.) Y (in) Area in'2 X (in) Y (in) I 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -154 1.00 0.0 -15.4 1.27 9.4 -15.4 .1.00 -9.4 9.0 1.00 -.4 o.:o 1.00 -9.4 -9..0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: • Pu Mux P.hiMnx .PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft in in 232.00 517.00 1131.17 2.188 7.81 33.44 0.00984 0.900 I l 2 79.00 517.00 982.67 1.901 6.36 33.44 0.01278 0.900 3 .216.00 5.17.00 1116.05 2.159 7.65 33.44. 0.01012 0.900 I End of P(kip) 46 0 0 0 0 0 0 24 x 36 in Code: ACt 318-11 Units.; English Run axis: About X-axis Run option: Investigation tenderness: Not considered Column type: Structural Bars: ASTMA615 Date: 01/09/17 Time: 14:40:06 -1 800 -1400 -100-600 1 -200 (Pm in) z----------------------------1000- - 200 600 /1000 1400 1800 Mx (k-fl) (Pmin) [ó] Y 0 4—X 0 1w [.] STRUCTUREPOINT- spColumri v5.11 (TM). Licensed to: Culp & Tanner. License ID: 6643105604-4-1 F848-1 FB64 File: G:\1 JOBS\ViaSat PS\ENG INEERING\Design\Frames\Grid 1 Frame\Cols\Int Col\L2 Lvi .col Project: Grid I Frame Column: tnt Cot Engineer: CJ f'c = 4 ksi fy = 60 ksi Ag = 864 inA2 12 bars Ec =.3605 ksi Es = 29000 ksi As = 1.3.08 in'2 rho = 1.51 % fc=3.4ksi e_yt = 0.00206897 in/in e_u = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Xo = 0.00 in Ix = 93312 inA4 Yo = 0.00 in ly = 41472 inA4 Min clear spacing = 5.24 in Clear cover = 1.93 in Page z 0 9/17 0I4 0 PM I STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp S Tanner. License ID.: 66433-.1056.042-4-1FB48-1FB64 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 1 Frame\Cols\Int Col\L1 Lvi col I General Information: .......File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Gtid .1 Frame\Cols\Int Cpl\L1 Lv1.col ( Project: Grid 1 Frame I '..Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural I Material Properties: Concrete: Standard f'c = 4 ksi I Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in Be.tal = 0.85 Steel: Standard .fi = 60 ksi Es = 29000 ksi Eps_.yt = 0.00206897 in/in I Section: Rectangular: Width = 24 in Depth = 36 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 4142 in"4 rx = 10.3923 in ry = 6.9282 in Xo= Gin Yo= Gin I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in"2) Size Diam (in) Area (in2) I 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1,00 0.79 4 9 1.13 1.00 .4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 I ... Confinement: Tied; #4 ties. with #10 bars, #4 with larger bars. ( ohi(a) = 0.8, phi(b) = 0.9, phi(c). 0.65 Pattern: Irregular Total steel area:. As = 13.08 in2 at rho = 1.51% I Minimum clear spacing .= 5.24 in Area in"2X (in) Y (in) Area in"2 X (in) Y (in) Area in2 X (in) Y (in) I 1.27 -9.4 15.4 1.00 .0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 .1 .00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1,00 9.4 9.0 1.0.0 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: P.0 Mux PhiMnx PhiMn/Nu 1A depth ot depth eps_t Phi No. kip k-ft k-ft in in I l 140.00 418.00 1042.83 2.495 6.91 33.44 0.01152 0.900 2 67.00 418.0.0 970.70 2.322 6.25 33.44 0.01304 0.900 3 2.32.00 708.00 1131.17 1.598 7.81 33.44 0.00984 0.900 4 79.00 708.00 982.67 1.388 6.36 33.44 0.01278 0.900 End of output *** P (kip) -4- no 0 0 0 0 0 0 24 x 36 in Code: AOl 318-11 Units: English Run axis: About X-axis Run option: Investigation ienderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 14:40:52 -1800 -1400 -100N600 -200 N (Pmin) LJ.----------.------------- ------------- ---iobo 00 600 000 1400 1800 Mx (k-ft) (Pmn) IN STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 F848-1 FB64 File: G:\IJOBSWiaSat PS\ENGI NEERI NG\Design\Fram es\Grid I Frame\Cols\Int Col\LI Lvl .col Project: Grid I Frame Column: mt Col Engineer: CJ ft = 4 ksi fy =.60 ksi Ag 864 in'2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 13.08 ind\2 rho = 1.51% fc = 3.4 ksi eyt 0.00206897 in/in Xc = 000 in Ix =93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 LEFT FACE OF COL UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi Pc = 4.0 ksi Acabie = 0.153 in' b = 24 in Fpt = 108 k h = 49 in #Cables = 4 Clio, = 46 in d 1 = 24.5 in db0t = 46 in Ycg = 24.5 in RIGHT FACE OF COL: UT-Gravity Bm: Fy= 60 ksi f'c= 4.0 ksi b = 18.0 in h= 49.0 in d10 46.0 in = 46.0 in PT-Beam: (Unbonded) PT fpu = 270 ksi Acabte = 0.153 in' Fpt = 108 k #Cabtes = 4 d 1 = 24.5 in Ycg =24.5 in IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat ConcWt: NW FRAME/LEVEL: Grid I: LI Lvi End Column? N COL: Grid A.9 Col 49 Ss= 0.76 fl = 1.00 MDL = 96 k-ft MLL = 23 k-ft pMEQ(ult) = 972 k-ft VDL = 19 k VLL= 4 k PVEQ (ult) = 111 k SECONDARY PTM 21 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP = 1104 k-ft a = 5.03 in AS REQUIRED = 4.48 in2 Mn = 1115 kft As Mm 3.68 in2 a = 5.86 in As PROVIDED = 4.54, ,2 Mpr = 1470 k ft Mn/Mu = 1.011 MuBOT = 921 k-ft a = 4.63 in As REQUIRED = 3.50 in2 Mn =1015 k-ft As Min 3.68 in2 a = 5.36 in As PROVIDED = 4.00: in2 Mpr = 1333 k ft Mn/Mu = 1.102 BEAM Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.5 ft Bm Mpr Top .@ Lt Adj Col = 1226 k-ft Bm Mpr Bot @ Lt Adj Col = 1226 k-ft Ve = 173.9 k VUmac 0 203.6 k vu14= 0.246 ksi vc= 0.000 ksi Av@12"0c = 1.180 in2/it Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in LeftBinAvt60 oc 059 ii2. SHEAR TYPE CONDITION ALLOWABLE I (Confined 4 sides) 201 1.265 ksi, 2 (3 or 2 opp. sides) 15 ' 0.949 ksi 3 (All others) 12 4 0.759 ksi Type (1,2 or 3): 2 MDL = 292 k-ft MLL= 70 k-ft VDL 36 k VLL = 9 k SECONDARY PTM = 98 k-ft PT Fult top = 131.8 k PT Fult bot = 131.8 k MÜTOP = 367 k-ft a = 5.35 in As REQUIRED 0.69 in2 Mn = 853 k-ft As Min 1.77 in2 a= 6.15 in AS PROVIDED 327 tn2 Mpr = 1113 kft 4Mn!Mu = 2.326 MuBOT -120 k-ft a = 5.08 in As REQUIRED -1.75 in2 DMn = 804 k-ft As Mm 1.77 1n2 a = 5.82 in ASPROVIDED 300 in Mpr= 1045 kft Mn/Mu = 0.000 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 48.5 ft Bm Mpr Top @ Rt Adj Col = 738 k-ft Bm Mpr Bot @ Rt Adj Col = 738 k-ft Ve= 36.8 k VUmox = 26.9 k .vuI= 0.043 ksi vc== 0.000 ksi AV @ 12"oc = 0.180 in Smallest Long. Bar Size = if 7 Stirrup Size = #3 Max. Stirrup Spacing = 5.3 in Use 12.0 in RtBmAv(120 oc 018 in2 PVEQ cot Above = 85 k pVEa Col BClQW 126 k 36 in 24 in Joint Shear 0765 ksi < 15 '/VC I 50 COLUMN ULTIMATE DESIGN MOMENTS AND QVERSTRENGTH CHECKS I Load Input Load combinations I 2nd Level? = YES Ultimate Loads: I Roof Level? = NO Max Down Above UT-Bm LC1: (1.2+0,2S0s)D+f1L+pEQ Col Cir Ht Above = 7.25 ft PUIA = 277 k Clr Ht Below = 7.92 I Col ft MUIA= 298 k-ft P01 Above = 121 k Max Up Above UT-Bm LC2: (0.9-0.2S05)D-pEQ PLL Above = 18 k PU2A = -4 k 1 pP8Q(ult) Above = 95 k Mu2A = 241 k-ft MDL Above = 67 k-ft MLL Above = 16 k-ft Max Down Below UT-Bm LCI: (1.2+0,2S05)D+f1L+pEQ I PMEQ( (ult) Above = 214 k-ft PuIB- 478 k Mu18 = 584 k-ft - PDL Below = 182 k I PLL Below = 27 k Max Up Below UT-Bm LC2 (0.9-0.2S05)D-pEQ PPEQ (ult) Below = 205 k PU2B 69 k Mu28 = 529 k-ft MDL Below = 65 k-ft I MLL Below = 16 k-ft PMEQ (ult) Below = 503 k-ft Biaxial Column? = NO I Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mn cols ? 6I5Mn beams (@ Centerline of Joint) Column Checks: (Load Combos, Overstrength) I Col from SPCol with 4) = 1.0: PMRAM EQ (ult) at Base= 505 k-ft LCI: (1 .2+O.2SDS) LC2: (0.9-0.2SDs) MnLCIA = 1279 k-ft MnLc2A .996 k-ft Code Level Design: (Phi = Std code values) I MnLclB = 1450 k-ft MflLC2B = 929 k-ft LCI: (1.2+0,2S0 ) LC2: (0,9-0.2S05) • Sum 2729 Sum 1925 PU,LCI= 478 k PU,Lc2 = -69 k Mu,101 = 571 k-ft MU,LC2 = 526 k-ft ' Clockwise Beam Moments: LCI (Af'j20) Pu,L03- 216 k Mu,1C3 = 550 k-ft ZMn Cols @ CL = 3082 k-ft 6/5-Mn Bms @ CL = 2802 k-ft 1.10 > 1.0 OK Overstrength Design, Mn: (Phi = 1.0) I Mfl/MRAM BM MAX = 1.27 Counterclockwise Beam Moments: Mn> 710 k-ft Mn Cols © CL = 3082 k-ft Overstrenqth Design, Mpr: (Phi = 1.0, .125*Fy) I 615 *EMn Bms © CL = 2879 k ft 1.07 > 1.0 OK ZMp/Mp j BM, MAX = 1-51 MPR> 763 k-ft of CROSSIIES Y.i)IP.EC HO4 51 Col Mpp'x from SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT !g -' LCI: (1.2+0.2S0s) LC2: (0.9-O.2SDS) (USED IN DESIGN OF COL ABOVE) MpRLc1A = 1472 k-ft MPR.LCA 1200 k-ft MPR,LClB = 1608 k-ft MPR,LC2B = 1137 k-ft Column Design Moment 'A' Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C' IN DESIGN OF COL ABOVE) (Design Mpr) MPR. b,,.,, = 513 k-ft MPR. cw = 513 k-ft MPR I,,.S.CGW = 528 k-ft MPR Im= 528 k-ft DESIGN MOMENT 'B' Column Desian Moment 'B Below Beam: (Design Mpr) DESIGN MOMENT 'C MPR bms-cw = 1205 kft MPR cw = 1205 k-ft (INPUT DESIGN MOMENT 'A' FROM bms-ccw = 1240 k4t MpR, ccw = 1240 k-ft DESGIN OF JOINT 4'i' iVL BELOW or.COI Mpr @ BASE WHERE OCCURS), Column Design Moment 'C' Above Beam t Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) COLJBM JOINT LVI. BEING DESIGNED COL BEING DESIGNED Col Mpr, LC1: (1.2+0.2SDS): Col Mpr, LC2: (0.9-0.2SDS): COt Mpr, LC3:. (Agf'c/20): (Design Mpr) MPR = 1608 k-ft MPR = 1136 k-ft MPR = 1414 k-ft Ts & Ve SHEAR REINFORCEMENT b501 = 24 in Fyt = 60 ksi h501 = 36 in h5, man = 9.0 in d 01 = 33.0 in # of Cot Verts = 12 (out to out.of ties) bcx.d1r = 21.0 in Smallest Col. Vert= #8 bcy.dir = 33.0 in # Crossties Y-Dir = I Cot CIr Ht Below = 7.92 ft # .Crossties X-Dir = 3 f = 5.0 ksi Tie Size = Max Tie Spacing = 5.67 in Tie Spacing = 4.0 in VDL= 20 k V11 = 5 k PVEQ (uit) = 126 k LCI: (1.2+0.2S)D+f1L+pEQ LC2: (0.90.2SDS)D-pEQ Vu, ICi = 151 k Vu, LC2 = 134 k Ve, Design = 360 k Ve, Design = 300 k vu/4= 0.605 ksi vul4= 0.505 ksi v. = 0.181 ksi v, = 0.000 ksi = 2.04 1n2/ft A = 2.42 in2/ft x.DIRECTK)N of CROSSTIES X.DiREC110N LC3 (A9 f'j20) Vu,LC3 = 143 k Ve, Design = 335 k vu/$r= 0.564 ksi vc 0.000 ksi A. 2.71 in2lft Ash @4.0" oc = 0.63 in/ Ash @4.0" oc = 0.63 ifl Av @4.0" oc = 0.68 IR' Av @4.0" oc = 0.81 in' Ay req'd @4.0" oc = 0.90 ifl1 provided, V-dir = 0.93 in7 Ash req'd Perp @4.0" oc 0.99 fl' ASliprovided, X-dir = 1.55 in2 Ash @4.0" oc = 0.63 in Av @4.0" oc = 0.90 in Tie Length = 22.00 ft Tie Weight 68.8 lb/ft I STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-iFB64 G \1J0BS\ViaSat Ps\ENGINEERING\Design\Frames\Grid 1 Frame\Cols\Grid A.9 Col\Li Lvi col Page 0 .J,Q 9/17 0:1 PM General Information: , File Name: G:\lJOBS\ViaSat Ps\ENGINEERING\DeSign\Ftames\Grld 1 irame\Cols\Grid A.9 Col\L1 LvL-col I Project: Grid 1 Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units: English Slenderness: Not -considered Column Type: Structural Run Option: Investigation Run Axis: X-axis Material Properties: Concrete: Standard f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi EPSU = 0.003 in/in Betel = 0.85 Section: Rectangular: Width = 24 in Gross section area, Ag = •864 in2 Ix = 93312 in4 rx = 10.3923 in Xo= 01n I Reinforcement: Bar Set: ASTM A615 Steel: Standard fy =60ks1 Es = 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in ly = 41472 in4 ry = 6.9282 in Yo = 0 in Size Piam (in). Area (in2) Size Diam (in) Area (in2) Size Diem (in) Area (in2) I 1) 3 0.38 0.11 it 4 0.50 0.20 it 5 0.63 0.31 #--6 0.75 0.44 4) 7 0.88 0.60 4) 8 1.00 0.79 4) 9 1.13 1.00 it 10 1.27 1.27 4) 11 1.41 1.56 I 4) 14 1.69 2.25 it 18 2.26 .4.00 Confinement: Tied; 1(4 ties with #10 bars, 4(4 with larger bars. ('phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 in2 at rho = 1.51% Minimum clear spacing = 5.24 in Area in'.2 X (in) Y (in) Area in"2 X (-in) '1 (in) Area in"2 X (in)- Y (in) I 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.0.0 0.0 -15.4 1.27 9.4 15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0..0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu MOx PhiMnx PhiMn/Nu NA depth Dt depth pt Phi I No. kip k-ft k-ft in in 1 277.00 298.00 1172.99 3.936 8.29 3.3.44 0.00910 0.900 2 -4.00 241.00 899.32 3.732 5.67 33.44 0.01469 0.900 3 478.00 584.00 1331.17 .2.279 10.87 33.44- 0.00623 0.:900 4 -69.00- 529.00 830.27 1.1570 5.11 33.44 0.01663 0.900 End of output *** P(kip) 53 0 0 0 / / ---- ------,-------------------------- / N Y / : "--f--------------3000----------.-- -- o 4-X 0 fsO/' Nfs=O \A ----- ------- --------- 1 (Pmax) (Pmax) o fs0.5f 1' 4obo--' ---------------------- ---------- ---- 0 0 fsO'--------\fs0 '\ , -- -----'- --------- 24 x36 in fs=0.5f \\fs=0.5fy Code: ACI 318-11 Units: English Run axis: About X-axis ----- ---- ...... ------- : ------ ---- Run option: Investigation Jenderness Not considered \\ 1/ Column type: Structural -1800 -1400 -iob'o-oo -200 200 04000 1400 1800 Bars ASTM A615 Mx (k-ft) // Date 01/09/17 (Pmin) 'N- (Pmin) Time 143203 --- -------•---- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1 FB64 I File: G:\lJOBS\ViaSat PS\ENGI N EERING\Design\Frames\Grid I Frame\Cols\Grid A.9 Col\L1 Lvi .col Project: Grid I Frame Column: End Col Engineer: CJ ft 4 ksi fy = 60 ksi Ag = 864 InA2 12 bars Ec 3605 ksi Es = 29000 ksi As = 13.08 inA2 rho = 1.51% fc = 3.4 ksi e..yt = 0.00206897 in/in eu = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Xo =0.00 in lx=93312inM '(0 = 0.00 in ly = 41472 in"4 Min clear spacing = 5.24 in Clear cover = 1.93 in I stuc'r'oj.,r - spcolumn v.i1 (fM) - Licensed to Culp & Tanner. License ID 66433-1056042-4-1F348-1FB64 G:\1J09S\ViaSat PS\ENGINEERING\Design\Framés\Grid 1 Frame\Co1,\Grid A.9 Co1\L2 Lv1.col I / General Information: / File Name G:\IJOBI\Via8at PS\ENGINEERING\ Des ign\ Frames \Grid 1 Frame\Cols\Grid A.9 Col\L2 Lvl col f Project: Grid 1 Frame I Column End Col Engineer: CJ Code: ACI 318-11 Units: Englih Run Option: Investigation Slenderness: Not considered Axis: X-axis Column Type: Structural I Run Material Properties: Concrete: Standard Steel: Standard f'c 4 ksi fy = 60 .ksi I Ec .= 3605 ksi Es = 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in. Epa_u = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in .Gross section area, Ag = 864 in2 I Ix = 93312 in4 ly = 41472 1n4 rx = 10.3923 in ry = 6.9282 i Xo= 0 i Yo= 0 i I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area .(in2) I 0.38 0.11 4 4 0.50 0.20 # 5 0.63 0.31 4 6 . 0.75 0.44 4 7 0.88 .0.60 4 8 1.00 0.79 4 9 1,1: 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4,00 I....Confinement.:. Tied; #4 ties with #10 bars, 44 with larger bars.. ( ohi(a): 5 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular steel area: As = 13.08 in2 at rho = 1.51% I Total Minimum clear spacing = 5.24 in Area 1n"2 X .(in) Y (in) Area in"2 X (in) Y (in) Area in2 X (in) f (.in) ' 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9..4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 1.00 -9.4 90 .1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 94 9.0 1.00 .9.4. 0.0 1.00 9.4 -9.0 ' Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No.. kip k-ft k-ft in in I 1 478.00 571.00 1331.17 2.331 10.07 33.44 0.00623 ------ 0.900 2 -6.9.00 526.00 830.27 1.578 5.11 33.44 0.01663 0.900 3 216.00 550.00 1116.05 2.029 7.65 33.44 0.01012 0.900 *** End of output ** iage z 01/09/17 c54o PM P (kip) 55 4000 T 0 0 0 0 0 Y 0 4—X 0 Ia 0 0 0 0 24 x 36 in Code:ACl 318-11 Units: English Run axis: About X-axis Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 14:31:06 / / / / / / fs0 / V I' (Pmax) / fsz0.5fy/ \ fs0 -1800 (Pmin) -1000 \ N N N N N \ N \ ' fs0 'V / \ (Pmax): f \\ \\ 'N \fs0.5fy ' /?f fs=Q 'I •\ / / 0.5fy 2" 43 1800 Mx (k-ft) (Pm in) I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp .& Tanner. License ID: 66433_1 056042-4-1 FB48-i FB64 File: G:\1 JOBS\ViaSat PS\ENG lNEERlNG\Design\Frames\Grid I Frarne\Cols\Grid A.9 Co112 Lvl.col PrOject: Grid I Frame Column: End Col Engineer: CJ f'c=4ksi fy 60 ksi Ag=864inA2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 13.08 in"2 rho = 1.51% fc = 3.4 ksi eyt 0.00206897 in/in Xo = 0.00 in lx = 93312 in eu = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Rf Lvi- Grd Lvi................................................................. S C, L2Lvi................................................................................. C - - - - - - - - - - - - - -- m - - - _ RAN RAMFrarnelysis.RFAfl.1 DataBase \ at PSi - 01-06-2017 01/09/ 10:57:28 UT-F24x49 (4 c UT-F24x49 (C > C.' UT-F24x49 (C > UT-F24x49 (C C,. C., UT-F24x49 (C > C' C'. .. UT-F2449 (C C., UT-F24x49 (C C'. > C, UT-F24x49 (C ( > C., UT-F24x49 (C C' C' UT-F24x48 - C UT-F24x48 C UT-F24x48 - C 9 9 9 B.9 C.1 C,4 C.7 (Pm,ite I# 2) 0 Rf Lv Grd Lv L Lv! L2 Lvi 01 RPMode1eV15.O3 -Elevation DataBase: aSat PSi - 01-06-2017 12/01/16 11:15:2' — — — — — — — — — — — — — — — — — - — RAM B4Fram,1.ysis.RFAfl.1 . 01/09/i . 11:08:31 DataBase: \ ;at Psi 01-06-2017 co C,'J L2Lvi.......................................: ........... r 34 33 34 34 33 34 Co Co Co Co Lo Co Co C) Co U) LC) 83 83 75 75 83 83 to LO 0) to C) 1.23 122 .9 99 122 123 (C) (C) (C) Co Co 73 73 .. 50 50 .. 72 72 _ Grd Lvi LiLvi.................. ..... ........................................................... U C' 9 C.7 Lc $4e — — — — — — — — — — — — — — — — — — - RAM RMFrama1ysis.RFAn.1 DataBase: .at PSi - 01-06-2017 . 0i/09/ 11:08:24 Rf Lvi --- c —C) C) GrdLvi C) Cc Li. Lvi.............................................. L2LvI..................................................... C' 300 210 263 263 210 301 co C) C) co C) Cl) IL') (N C) co C) C) C) 704 566 574 574 564 702 IC) co IC) CD N-C") C) U, CD U) C) IC) (N 1039 834 758 757 831 1035 CO I— co N— IC) N- N- CO CD N- CD C) co 633 480 . 381 381 , 479 631 (N 9 9 . 9 C.1 C.4 C.7 Lc! t9/#tf 10#Ø3 01 CD 9 B.9 GrdLvi................................................. Rf Lvi LiLvi........................................................................... L2Lvl....................................................................... — — RAM R4Frame1ysis.RFAn.1 DataBase \ ,at PSi - 01-06-2017 01/09/ 11:08:12 9 9 9 9 B.9 Ci C.4 Cl 17_i /F7) $1 4?cf IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid 9 Frame: L2 LA End Column? Y COL: End Cot If end column, enter L or R: L RIGHT FACE OF COL: 61 UT-Frame Bm: Fy = 60 ksi fc = 4.0 ksi b= 24 in h= 48 in d(0 = 45 in. dbOt.= 44 in Non PT-Beam: 0.76 fl = 1.00. MDL= k-ft MLL = k-ft PMEQ (ult) = 633 k-ft VD = k VLL= k PVEQ (ult) = 74 k MuTOP = 633 k-ft a = 2.63 in As REQUIRED = 3.21 .ifl dMn =704 k-ft As Min = 3.60 in2 a = 3.29 in As PROVIDED 358 in2 Mpr = 970 kft PMn/Mu = 1.112 MuBOT = 633 k-ft a = 2.63 in As REQUIRED = 3.29 fl4 Mn = 688 k-ft As Min = 3.52 in2 a= 3.29 in As PROVIDED 3.58 in2 Mpr = 948 k ft U OMn!Mu = 1.086 BEAM SHEAR Left Bm Stirrup Fy= 60 ksi Span to Left = 15.0 ft I Clear Bm Mpr Top @ Rt AdI Cot = 970 k-ft Bm Mpr Bot @ Rt. Adj Cal = 948 k-ft Ve = 127.9 k I VUmax = 127.9 k. I vu/4= 0.161 ksi vc= 0.000 ksi Av © 12"oc = 0.775 in2/ft I Smallest Long. Bar Size = # 8 Stirrup Size = 1114 Max. Stirrup Spacing = 6.0 in Use 6.0 in I Left BmAv@60 oc= 039 in2 JOINT SHEAR / TYPE CONDITION ALLOWABLE PVEQ Col Above = 129 k 1 (Confined 4 sides) 204 1.265 ksi Cot Above h = 36 in I 2(3 or 2 opp sides) 15 4 0.949 ksi Cot Above b = 24 in 3 (All others) 12 4 0 759 ksi Joint Shear 0 103 ksi < 12 f'c Type (12or3): I 3 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 15.0 ft Bm Mpr lop @ Rt Adj Col = 970 k-ft 8m Mpr Bot © Rt Adj Col = 948 k-ft Ve = 127.9 k VUmax = 127.9 k vu/4= 0.161. ksi vc= 0.000 ksi AV @ 12"oc. 0.775 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in RtBmAv60'oc = 039 In2 PVEQCOIAbOVe = 183 k Col Above h = 36 in Col Above b = 24 in Joint Shear= 0176 ksi < 15 Vc 62 I IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat ConcWt: NW FRAMEILEVEL: Grid 9 Frame: L2 LA End COlumn? N I COL: Int Col MOMENT CRITERIA LEFT FACE OF COL: RIGHT FACE OF COL: I UT-Frame Bm: Non PT-Beam: UT-Frame Bm: Non PT-Beam: 1 Fy = 60 ksi Fy= 60 ksi 'c = 4.0 ksi Pc = 4.0 ksi I f .b= 24 in b = 24.0 in h= 48 in h= 48.0 in d0 = 45 in 45.0 in dbOt = 44 in . dbQt = 44.0 in SDS 0.76 I f1 = 1.00 MDL - k-ft MDL - k-ft MLL = k-ft Ma = k-ft I pMEQ(ult) = 480 k-ft pMEQ(ult)= 381 k-ft I VDL = k VOL= k VLL = k VLL. k PVEO (ult) = 74 k PVEQ (ult) = 49 k 1 ... MuTOP =480 k-ft a = 263 in MuTOP = 381 k-ft a = 2.63 in As REQUIRED = 2.42 in2 cDMn = _704 k-ft As REQUIRED 1.91 in2 (t)Mn = 704 k-ft As Min = 3.22 in a = 3.29 in As Min = 2.55 in a = 3.29 in R As PROVIDED 358 in2 Mpr = 970 k ft As PROVIDED= 3.58 in Mpr = 970 k ft OMn!Mu = 1.466 . . . cDMn/Mu = 1.847 MuBOT= 381 k-ft a = 2.63 in As REQUIRED= 1.96 in' cDMn = 688 k-ft As Min = 2.61 in' a = 3.29 in As PROVIDED 3.58 in2 Mpr = 948 k ft OMn/Mu = 1.805 MuBOT = 480 k-ft a = 2.63 in 2.48 in2 DMn = 688 k-ft. As REQUIRED = As Min = 3.30 in2 a= 3.29 in As PROVIDED=, :In2 Mpr = 948 k ft Mn/Mu = 1.433 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Span to Left = 15.0 ft I Clear Bm Mpr Top @ Lt Adj Col = .970 k-ft Bm Mpr Bot @ Lt Adj Col = 948 k-ft Ve = 127.9 k I VUmax = 127.9 k I VU/4= 0.161 ksi vcr= 0.000 ksi AV @ 12"oc = 0.775 in2/ft I Smallest Long, Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in I Left oc 039 n2 JOINT SHEAR TYPE CONDITION I (Confined 4 sides) 204 I 2(3 or 2 opp. sides) 15 4 3(AII others) 121 Type (1,2 or 3): 2 ALLOWABLE 1.265 ksi 0.949 ksi 0.759 ksi 63 I JOB: FRAME/LEVEL: Via Sat Grid 9: LI LA Grid B.9 & C.7 Cols Ver.7.4 I COL: MOMENT CRITERIA RIGHT FACE OF COL: I UT -Frame Bm: PT-Beam: (U.nbonded) Fy = 60 ksi PT fpu = 270 ksi f'c= 4.0 ksi ACable= 0.153 I b = 24 in Fpt = 108 k h = 49 in #Cabes = 4 d10 = 46 in dpi = 24.5 in db0t = 46 in Ycg = 24.5 in Conc Wt: NW End Column? Y If end column, enter L or R: L S— 0.76 I f1 = too MDL = 21 k-ft MLL = 5 k-ft I pMEQ(ult) = 1039 k-ft VDL = 12 k VLL = 3 k • PVEQ (ult) = 123 k I SECONDARY PTM= 0 k-ft PTFuIttop = 137.6 k PT Fult bot = 137.6 k I .MuTOP = 1072 k-ft a = 5.03 in As REQUIRED•= 4.31 in Mn = 1115 k-ft As Min = 3.68 in2 a = 5.86 in As PROVIDED = 4.54 i n 2 Mpr = 1470 k ft I cpMn/Mu = 1.040 MuBOT = 1023 k-ft a = 4.63 in I As REQUIRED = 4.04 in' Mn 1015 k-ft As Min = 3.68 in2 a = 5.36 in As PROVIDED = 4.00 in2 Mpr = 1333 k ft = 0.992 I Mn/Mu BEAM SHEAR Left Bm Stirrup Fy = 60 ksi I Clear Span to Left = 15.3 It Bm Mpr Top © Rt Adj Col = 1226 k-ft Bm Mpr Bot © Rt Adj Col = 1226 k-ft Ve= 175.8 k I VUmax = 195.1 k I vu/4= 0.236 ksi vc= 0.000 ksi AV@12"OC = 1.131 in2/ft I Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in I LeftBmAv 60 oc 057 in - JOINT SHEAR TYPE CONDITION ALLOWABLE I (Confined 4 sides) 20 '/ 1.265 ksi 2(3 or 2 app. sides) 15 I 0.949 ksi 3(AII others) 12 4 0,759 ksi Type (2or3): 3 PVEQ Col Above = 99 k PVEQ Col Below = 129 k h 01 = 36 in b 01 24 in Joint Shear = 0.460 ksi < 12 /fc 64 Load combinations Ultimate Loads: Max Down Above UT-Bm LC1: (1,2+0.2S s)D+fiL+pEQ PU1A = 213 k MUIA= 280 k-ft Max Up Above UT-Bm LC2 (0.9-0.2S05)D-pEQ Pu= -65 k Mu 270 k-ft Max Down Below UT-Bm LC1: (1.2+0.2SDs)D+fl L+pEQ PUIB = 387 k Mule = 539 k-ft Max Uo Below UT-Bm Pu2 -156 k = 530 k-ft LC2: (0.9-0.2S0s)D-pEQ I COLUMN ULTIMATE DESIGN MOME I Load Input I 2nd Level? = YES Roof Level? = NO ColClr Ht Above = 7.25 ft l Col Cir Ht Below = 7.92 ft PDL Above = 67 k - PLL Above = 7 k PPEQ (ult) Above = 115 k MDL Above = 12 k-ft I MLL Above = 3 k-ft 1 PMEQ (ult) Above = 261 k-ft • P01 Below = 105 k I PLL Below = 10 k PPEQ (ult) Below = 235 k I MDL Below= 11 k-ft • MLL Below = 3 k-ft PMEQ (ult) Below = 521 k-ft I Biaxial Column? NO I Minimum Flexural Strength of Columns: Mn cols ~! 615*LMn beams (@ Centerline of Joint) Counterclockwise Beam Moments: I. MnCo1s@CL= 2524 k-ft 6/5 *EMn Bms@CL= 1754 k-ft 1.44 >1.0 OK Col from SPCol with 4, = 1.0: LCI: (1.2+0.2S0) LC2: (0.9-02S0s) - MnLCIA 22 1139 k-ft MflLc2A= 846 k-ft I MnLC1B = 1294 k-ft MflLc2B = 736 A-ft - Sum 2433 Sum 1582 Clockwise Beam Moments: EMn Cols @ CL = 2524 k-ft - 6/5*ZMn Bms @CL = 1608 k ft 1.57 > 1 0 OK Design of Column at Grade Beam: Column Checks: (Load Combos, Overstrength) PM M EQ (ult) at Base= 490 k-ft Code Level Design: (Phi = Std codevalues) LC1: (1.2+0.2S05) LC2: (0.9-0.2S05) Pu1c1 = 387 k PU,LCZ = .156 k MU,Lcl = 505 k-ft MU,LC2 = 497 k-ft LC3: (A9*fJ20) PU,LC3 = 173 k Mu,LC3 = 502 k-ft Overstrength Design, Mn: (Phi = 1.0) MJMRAM BM, MAX 1.19 Mn> 599 k-ft Overstrength Design, Mgr. (Phi = 1.0, 1.25*Fy) Mpg/MM BM, mAx 1.41 MPR> 693 k-ft 's & Ve SHEAR REINFORCEMENT b 0i = 24 in h 01 = 36 in d 01 = 33.0 in (out to out of ties) b x.dlr 21.0 in bc y.dlr = 33.0 in Cot CIr Ht Below = 7.92 ft f'c 4.0 ksi VDL = 4 k VLL = I k PVEQ (ult) = 129 k LCI: (1.2+0.2S0s)D+f 1 L+pEQ. Vu,1 = 135 k Ve, Design 275 k vu/4= 0.463 ksi v = 0.155 ksi A., = 1.48 in/ft FYI = 60 ksi hxmax = 9.0 in # of COt Verts = 12 Smaflest Cot. Vert = #8 # Crossties YDir = I # Crossties X-Dir = 3 Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in LC2: (0.9-0.2S05)D-pEQ Vu, L.C2 = 1.32 k Ve, Design = 211 k vu*- 0.355 ksi v, = 0.000 ksi A,, = 1.70 in'/ft LC3: (Ag*f cI20) VU, LC3 = 133 k Ve, Design = 252 k vu* 0.425 ksi vc = 0.000 ksi A= 2.04 i02/ft IIs II Col from SPCoI with 4, = 1.0 & 1.25*Fy: DESGN MOMEt4T W LCI: (1.2+0.2S) LC2: .(0.90.2SDS) (USED IN DESIGN OF CO1/BOVC1 \ MPR,LCIA = 1317 k-ft MPR,LC2A = 1036 k-ft I \ I MPR,LCIB = 1454 k-ft MPR,LC2B = 945 k4t I Column Design Moment 'A' Above Beam: T 'NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE.) (Design Mpr) / Nf.._ COUBM JOINT MPR, bms-cw = 331 k-ft MpR = 331 k-ft @ LVI. BEING MPR bms.ccw = 363 k-ft M,, ,,.,w = 363 k-ft DESIGN MOMENT 1B.,DESIGNED Column Design Moment 'B' Below Beam: I COL BEING Mpr) (Design viprj DESIGN MOMENT DESIGNED ' MPR bms•cw = 661 k-ft MPR. 1, = 661 k-ft (INPUT DESIGN MOMENT FROM MPR, bmsccw = 724 kft MPR ccw = 724 kft DESGIN OF JOINT ( LV1 BELOW or COI. Apr (c BASE WHERE OCCURS) Column Design Moment 'C' Above Beam (ä Level Below (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Col Mpr, LC1: (t2+0.2SDS): MPR = 1454 k-ft Cot Mpr, LC2: (0.9.0.2SDS): MPR = .945 k-ft Col Mpr, LC3: (Ag'fc/20); MPR= 1274 k-ft Ash @ 5.5" oc = 0.69 in' Ash @5.5" oc = 0.69 fl' Ày @ 5.5" oc = 0.68 in' Av @5.5" oc = 0.78 in' Av req'd @5.5" oc 0.93 In AVPrO,.,dedY thr = 0.93 n Ash reqd Perp @ 5.5" oc = 1.09 in' Ashpr ,jdedX.dir = 1.55 in Ash © 5.5" oc = 0.69 Av@5.5" oc = 0.93 in' Tie Length = 22.00 ft Tie Weight 501 lb/ft ' Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48--1FB64 0:1/09/17 :G:\1JOBS\ViaSat PS\ENGI.NEERING\Design\Frames\Grid 9 Frame\Cols\End Co1\L2 Lvl.col 09 PM I General Information: File 'Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 9 Frame\Cols\End Co1\L2. Lvl.col ç' Project: Grid 9 Frame I Coluthn: End Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural I Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy = 60 ksi I Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in Eps_u = 0.003 in/in Betal = 0.85 I Section: Rectangular: Width = 24 in Depth '= 36 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 ly =' 1472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 0 i I Reinforcement:. Bar Set: ASTM A615 Size Diem (in) Area (in"Z) Size Diam (in) Area '(in2') Size Diam (in) Area (in2) I It 3 0.38 0.11 11 4 0.50 0.20 It 5 0.63 0.31 It 6 0.75 0.44 4 7 0.88 0.6,0 4 8 1.00 0.79 It 9 '1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 It 14 1.69 2.25 4 18 2.26 4.00 I Confinement: Tied; #4 ties with #10 bars, 1(4 with larger bars. phi(a) = 08, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 12.00 in2 at rho = 1.3.91' I Minimum clear spacing = 5.31 in .Area in"2 X (in) Y (in) Area in2 X ('in) I (in) Area in'2 X (in) I (in) I 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 .0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in I l 387.00 505.00 1190.99 2.358 9.64 33.44 0.00740 0.900 2 -156.00 4.97.00' 650.66 1.309 4.05 33.44 .0.02175 0.900 .3 173.00 502.00 1001.03 1.994 .7.19 33.44 0.01096 0.900 *** 'End of output *** 1 f", 0 0 0 24 x 36 in Code: ACt 318-11 Units: English Run axis: About X-axis Run option: Investigation slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: .01/09/17 Time: 15:09:09 P (kip) 67 . -------------------------- / \ r 7' 3000-----------------------\---------------------------------- f /' \fs-0 ------------!-- ------------------ ..(Pmax) ------- - (Pmax) i fs0 5fyi 2000 / \fS0 5fy 7' \ fs0,,,,— - - - _\fs=0 '\ /-------------- I fs0.5f( \ - - - - - - - - - - - - - - - - - - - - - - - - - --- \,s=0.5fY / \\oo // I -1800 -1400 -1000"'00 -200 ------------ N (Pmin) --------iobo 200 _t6p07 1000 1400 i 1800 Mx (k-ft) ------------------------- ell, (Pmin) I STRUCTUREPOINT - spColumn v5.11. (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 File: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 9 Frame\Cols\End Col\L2 Lvl.col Project: Grid 9 Frame Column: End Cot Engineer: CJ f'c=4ksi fy 60 ksi .Ag=864inA2 12#9bars Ec = 3605 ksi Es 29000 ksi As = 12.00 inA2 rho = 1.39% fc = 3.4 ksi ejit = 0.00206897 in/in Xo 0.00 in Ix 93312 inA4 e_u = 0.003 in/in Yo 0.00 in Iy = 41472 inA4 Betal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I STRUCTUREPOINT - spColurnn v.11 '(TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-.1FB48-1F864 G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid '9 Frame\Cols\End Col\L1 Lvi ..col General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERIN\Design\ Frames \rid 9 Frame\Cols\End Col\L1 Lvl.col ( Project: Grid 9 Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units: :English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: Concrete: Standard Steel: Standard f'c 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in Epsu .= 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in dross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41.472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo = 01n Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) 4 '3 0.38 0.11 ii 4 0.50 0.20 4 5 0.63 0.31 1 '6 0.75 0.44 1 7 0.88 0,60 4 .8 1.00 0.79 4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.5.6 4 14 1.6.9 .2.25 4 18 2.26 4.00 ... Confinement: Tied; #4 ties with 410 bars, #4 with larger bars. phi(a) 0 8 phi(b) = 0 9 phi(c) = 0,65 Pattern: Irregular ' Total steel area: As = 12.00 in2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in'2 X (in) Y (in) ---- 1.00 -9.4 15.4 1.00 O.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.0,0 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: - Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in I l213.00 280.00 1039.13 3.711 7.59 33.44 0.01022 0.900 2 -65.00 270.00 761.04 2.819 5.04 33.44 0.01689 0.900 13 387.00 539.00 .119099 2.210 9.64 33.44 0.00740 0.900 4 -156.00 .530.00 650.66' 1.228 4.05 33.44 0.02175 0.900 *** End of output .*** Page 2 0 09/17 8 PM 0 0 0 24 x 36 in CodeACI 318-11 Units: English Run axis: About X-axis Run option: Investigation .enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:08:33 -1800 i -1400 -1000p -200 20 2: _/1000 1400 1800 NNN Mx (k-ft) (Pmin) (Pmn) 3---------------------------------1000--------------------1_ ----------------------------------- I STRUCTU REPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 I File: G:\I JOBS\ViaSat PS\ENG INEERING\Design\Frames\Grid 9 Frame\Cols\End Col\LI Lvl.col Project: Grid 9 Frame Column: End Col Engineer: CJ fc = 4 ksi fy = 60 ksi Ag = 864 inA2 12 #9 bars Ec = 3605 ksi Es = 29000 ksi As 12.00 inA2 rho = 1.39% fc =:3.4 ksi e_yt = 0.00206897 in/in Xo 0.00 in Ix = 93312 in'4 e_u = 0.003 in/in Yo = 0.00 in Iy = 41472 inA4 Jetal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 70 PT-Beam: (Unbonded) PT fpu = 270 ksi Acable = 0.153 fl' Fpt 108 k #Cables 4 dpt = 24.5 in Ycg 24.5 in PT-Beam: (Unbonded) PTfpu 270 ksi Acable = 0.153 fl' Fpt 108 k #Cab!es 4 cipt 24.5 in YCg 24.5 in a= 4.32 in (DMfl = 937 k4t a = 4.98 in Mpr= 1226 k-ft DMn/Mu = 1.050 Ver. 7.4 JOB: Via Sat FRAME/LEVEL: Grid 9: LI LA COL: Grid C.1 & C.4 Cols LEFT FACE OF COL: UT-Frame Bm: Fy= 60 ksi Pc = 4.0 ksi b= 24 in h = 49 in d10 = 46 in dbot = 46 in S1 = 0.76 fi = 1.00 MDL = 37 k-ft MLL= 8 k-ft pMEQ(ult) = 834 k-ft VDL = 14 k VLL = 3 k PVEO (ult) = 123 k SECONDARYPTM 0 k-ft PT Fult top = 137.6 k. PT Fult bot = 137.6 k MuTOP = 892 k-ft As REQUIRED 3.34 in4 As Min = 3.68 in2 As PROVIDED = 3.58 in2 MuBOT = 806 k-ft a = 4.32 in As REQUIRED 2.89 in2 iMn = 937 k-ft As Min= 3.68 in2 a.= 4.98 in ASPROVIDED= 358 jr?,Mpr = 1226 kIt Mn/Mu 1.162 ConcWt: NW End Column? N RIGHT FACE OF COL: UT-Frame Bm: Fy= 60 ksi f c = 4.0 ksi b= 24.0 in h= 49.0 in 46.0 in 46.0 in MDL 37 k-ft MLL 8 k-ft .pMEQ(ult) = 758 k-ft VDL= 14 k VLL 3 k PV 0 (ult) 100 k SECONDARYPTM 0 k-ft PT Fult top = 137.6 k PT Full bot = 137.6 k MuTOP = 816 k-ft a= 4.32 in As REQUIRED = 2.94 in Mn = 937 k-ft As Mm 3.68 in2 a= 4.98 in As PROVIDED= 3.58 in2 Mpr = 1226 k ft (DM n/Mu = 1.148 MuBOT= 730 k-ft a = 4.32 in As REQUIRED = 2.49 in' 6Mn =937 k-ft As Min = 3.32 in2 a = 4.98 in As PROVIDED= .3 ,58 in2 Mpr 1226 k ft Mn/Mu = 1.283 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.3 ft Bm Mpr Top @ Lt Adj Col = 1470 kft Bm Mpr Bot @ Lt Adj Col = 1333 k-ft Ve= 166.9 k VUmax = 188.9 k vul4= 0.228 ksi vc= 0.000 ksi Av @ 12"oc = 1.095 1n2lft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left BmAv@60 oc= 055 in2 JOINT SHEAR TYPE CONDITION ALLOWABLE I (Confined 4 sides) 204 1.265 ksi 2(3 or 2 opp. sides) 15 4 0.949 ksi 3(AII others) 12 4 0.759 ksi Type (1,2 or 3): 2 Rt Bm Stir. Fy = 60 ksi Clear Span to Right= 15.3 ft Bm Mpr Top @ Rt Adj Col = 1226 k-ft Bm Mpr Bot @ Rt Adj Cot = 1226 k-ft Ve = 160.0 k VUmax = 181.9 k vu14= 0.220 ksi vc= 0.000 ksi Av@ 12"oc = 1.054 in Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in RtBmAv@60 oc= 053 in2 P'1EQ Col Above = 154 k PVEQ Col Below = 185 k h 01 = 36 in b 01 = 24 in Joint Shear = O.5§8 ksi < 15*,Ifc 71 Load Input Load combinations 2nd Level? = YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm LC1: (1.2+0.2S05)D+11L+pEQ Col Clr Ht Above = 7.25 ft PUIA = 149 k Col Clr Ht Below = 7.92 ft MUIA = 459 k-ft POL Above = 96 k Max Up Above UT-Bm LC2: (0.9-0.2S0s)DpEQ PLL Above = 11 k Rum = 64 k PEQ (ult) Above = 8 k Mu2A = 459 k-ft MDL Above = -o k-ft MLL Above = 0 k-ft Max Down Below UT-Bm LC1: (1.2+0.2S05)D+fl L+pEQ MEQ(u It) Above = 459 kft PUIB = 254 k MulB = 787 k-ft PDL Below = 154 k LL Below = 16 k Max Up Below UT-Bm LC2: (0.9-0.2S05)D-pEQ PPEQ (ult) Below = 30 k PU2B = 85 k Mu2B = 787 k-ft MDL Below= 0 k-ft MLL Below = 0 k-ft PMEQ (ult) Below = 787 k-ft Biaxial Column? = NO Minimum Flexural Strength of Columns: Design of Column at Grade Beam: EMn cols? 6/5*LMn beams (© Centerline of Joint) Column Checks: (Load Combos. Overstrength) pM MEo(ult) at Base= 677 k-ft Cot M. from SPCol with 4' = 1.0: Lci: (1.2+0.2SDs) LC2: (O.9-0.2S0s) MnLCIA = 1152 k-ft MnLC2A = 1068 k-ft Code Level Design: (Phi =.Sid code values) MnLc1B = 1253 k-ft MnLC2B = 1089 k-ft LCI: (1.2+0.2S0s) LC2: (0.9-0.2SD5) Sum 2405 Sum 2157 PU,LCI = 254 k PU,LC2 = 85 k Mu,Lcl = 677 k-ft MU,LCZ = 677 k-ft Clockwise Beam Moments: LC3: (Ag*fc120) PU,LC3 = 216 k MU,LC3 =r 677 k-ft Mn Cols @ CL = .3355 k-ft 6/5*EMn Bms @ CL = 3012 k ft 111 >'J.0 OK Overstrength Design Mn (Phi = 1.0) BM, MAX 1.31 Counterclockwise Beam Moments: Mn> 885 k-ft EMn Cols @ CL = 3355 k-ft Overstrength Design, Mpr: (Phi = 1,0, 1.25*Fy) 6/5*Mn BmsCL= 2998 kft 112 >1 0 OK MPRIEMRAMBM MAX 154 MPR> 1043 k-ft LC3: (A9*fj20) VU, LC3 = 185 k Ve, Design = 330 k vu/$= 0.556 ksi = 0.000 ksi A 2.67 in2/ft. 72 COLUMN BELOW SHEAR DESIGN Col from SPCol with = 1.0 & 1.25*Fy:, DESIGN MOM€NT'.A' LOt (1.2+0.2S0s) LC2: (0.9-02S05) (USED IN DESIGN OF cot ABOVE) MPR,LCIA = 1352 k-ft MPR.LC2A = 1270 k-ft MPR,LCIB = 1448 k-ft MPR.C28 = 1291 k-ft Column Design Moment A' Above Beam: 'N (NOT USED IN THIS DESIGN INPUT AS DESIGN MOMENT 'C' IN DESIGN OF COL ABOVE) (Design Mpr) -t---.-COUBM JOINT MpRbms.w = 700 k-ft MPRCw = 700 kft c4'1VIBEING MPR, bms.ccw 697 k1t MPR. ccw = 697 k-ft DESIGN MOMENT B DESIGNED Column Design Moment 'B Below Beam: COL BEING DesignMpr) DESIGN MOMENT 'C DESIGNED MpR,bms.cw = 1200 k-ft MPR.cW = 1200 k-ft (INPUT DESIGNMOMENTA'FROM MPRbmS.CCW = 1195 k-ft MPRCCW = 1195 k-ft DESGINJ.OF JOINT( IVI BELOW or COL Mpr ) BASE WHERE OCCURS) Column Design Moment 'C' Above Beam t Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Cot Mpr, LC1: (1.2+0.2SDS): MPR = 1448 k-ft Cot Mpr, LC2: (0.9-0.2SDS): MPR = 1291 k4t Col Mpr, LC3: (Ag*rc120): MPR = 144 k-ft ''s & Ve SHEAR REINFORCEMENT b 01 = 24 in Fyt = 60 ksi h 0, = 36 in h. ,,h,,,, = 9.0 in d 0, = 33.0 in # of 001 Verts = 12 (out to out of ties) bCX.djt = 21.0 in Smallest Col. Vert = #8 y-dfr = 33.0 in # Crossties V-Dir = I Col CIr Ht Below = 7.92 ft # Crossties X-Dir = 3 f 'c = 50 ksi Tie Size = # 5 Max Tie Spacing = 5.6.7 in Tie Spacing = 4.0 in VDL = 0 k VLL= 0 k PVEQIUUI = 185 k LCI: (1.2+02SDS)D+u1L+pEQ LC2: (0.9-0.2Sos)D-pEQ Vu, LCI = 185 k Vu, LC2 = 185 k Ve, Design = 334 k Ve, Design = 315 k vu/4= 0.563 ksi vu/4= 0.530 ksi vc = 0.162 ksi v = 0.000 ksi = 1.92 in2/ft Ae = 2.54 in'/ft Ash @4.0" oc = 0.63 in4 Av @4.0" oc = 0.89 ifl Ash @ 4.0" oc = 0.63 In' Ash @4.0" oc 0.63 in Av @4.0" oc = 0.64 in' Av @4.0" oc = 0.85 in Av req'd @4.0" oc = 0.89 in4 AVproid d Y dir = 0.93 in Ash req'd Perp @ 4.0" oc = 0.99 AShprovlded X•dir = 1.55 in Tie Length = 22.00 ft Tie Weight= 68.8 lb/ft ' s'rtwL'rw<iruu'rr - spuoiumn v.ii (TM) Licensed to Culp & Tanner. License ID 66433-1056042-4--1FB48-1FB64 G:\lJOBS\ViaSat PS\ENGINEERING\Des.ign\Frames\Grid 9 Frarne\Cols\Int Co1\L2 Lvi .coi rage 01 09/17 04 PM General Information: File Name: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 9 Frame\Cols\Int Co1\L2 Lvi.col Project: Grid 9 Frame Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation I Run Axis: X-axis Material Properties: Concrete: Standard fTc = 4 ksi I EC = 3605 ksi Ic = 3.4 ksi Epsu = 0.003 in/in Betal = 0.85 I Section: Rectangular: Width = 24 in Slenderness: Not considered Column Type: Structural Steel: Standard fy =60ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Depth = 36 in I Gross section area, Ag = 864 in'2 Ix = 93312 in'4 ly = 41472 in4 rx 10.3923 in ry = 6.9282 in Xb= Din Yo= 01n I Reinforcement: Bar Set: ASTM A615 Size Iliam (in) Area (in"2) Size Diam (in) Area (in2) Size Diam (in) Area (in'2) 4 3 0.3.8 0.11 4 4 0.50 0.20 4 5 0.63 0.31 # 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.7 4 9. 1.13 1.00 4 10 1.27 1.27 4 U 1.41 1.5€ I 4 14 1.69 2.25 4 18 .2.26 4.00 Confinement: Tied; #4. ties with 410 bars, #4 with larger bars. / phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 in2 at rho = 1.5:1% Minimum clear spacing = 5.24 in Area in'2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) I 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9,4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.23 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00. 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMnlMu. NA depth Dt depth epst Phi No. kip k-ft k-ft in in I I254.0.0 677.00. 1151.76 1.701 8.0.4 3,44 0.00948 0.900 2 85.00 677.00 988.63 1.460 6.41 33.44 0.01265 0.900 3 216.00 677.00 1116.05 1.649 7.65 33.44 0.01012 0.900 I End of output *** I P (kip) 74 - -4000-- 0 0 / \ -- o 0 ---.>-- ----- - -S • 5, Y , s / \\ 4—X --3000---o 0 fs0V fs=O A L (Pmax) (Pmax) / o • ,/ : 1s0 2000 \fS=0 51y 0 0 fs=0,— -, - - - -\ fsO I \ 1 \\ ---- 24 x 36 in I fs=0.51 fs=0.5fy Code ACl 318-11 1000 / A I -------- Units: English X-axis / / \,,,/ Run option: Investigation / enderness Not considered - iE - - Column type Structural -1800 -1400 i -100tN00 i -200 200 600,/2f 000 1 1400 1800 Bars ASTM A615 N1 -" Mx (k-ft) Date 01/09/17 (Pmin) '--' (Pmin) Time 150503 1.------------------L____L-----------------J._1000---------------------------------- ------------------------- I STRUCTU REPO I NT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 F864 File: G:\IJOBS\ViaSat PS\ENG IN EERING\Design\Frames\Grid 9 Frame\Cols\lnt Col\L2 LvLcol Project: Grid 9 Frame Column: Int Col Engineer: CJ ft = 4 ksi fy =60 ksi Ag = 864 inA2 12 bars Ec = 3605 ksi Es 29000 ksi As = 13.08 W2 rho = 1.51% fc = 3.4 ksi e_yt = 0.00206.897 in/in Xo = 0.00 in lx = 93312 in e_u = 0.003 in/in Yo 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Size Diarn (in) Area (id"2) 4 4 0.50 0.20 4 7 0.88 0.60 # 10 1.27 1.27 4 18 2.26 4.00 Size Diam (in) Area (in2) 4 5 0.63 0.31 4 8 1.00 0.79 4 11 1.41 1.56 I sTRucTuREPoINr - spColumn v.Ii (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-lFB48-1FB64 G:\IJOBS\ViaSat PS\ENGINEERING.\De sign \Frames\Grid 9 Franie\Cols\Int Col\Ll Lvl.col tage 01/09/17 o7&4 PM General Information: File Name: G:\1JOBS\.ViaSat PS\ENGINEERING\Design\Frames\Grid 9 Frame\Cois\Int Col\Ll Lvl.col I f Project: Grid 9 Frame . Column: mt Cal Engineer: CJ Code: ACI 318-11 Units: English Slenderness: Not considered Column Type.: Structural Run Option: Investigation I Run Axis: X-axis Material Properties: Concrete: Standard f'c = 4 ksi I Ec = 3605 ksi. fc = 3.4 ksi Epsu = 0.003 in/in I Betal = 0.85 Section: Rectangular: Width = 24 in I Gross section area, A.g = 864 in"2 Ix = 93312 in"4 rx = 10.3923 in Xo= 0 i Reinforcement: Steel: Standard fy = 60 ksi Es = 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in my = 41472 jn"4 ry = 6.9282 in Yo = 0 in - Bar Set: ASTM A615 Size .Diam (in) Area (in2) I # 3 0.38 0.11 # 6 0.75 0.44 4 9 1.13 1.00 4 14 1.69 2.25 I....Confinement: Tied; 44 ties with #10 bars, #4 with larger bars. ohi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 in2 at rho = 1.51 Minimum clear spacing = 5.24 in Area in'2 X (in) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) I .1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4. 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Nux phiMnx PhiMn/Mu NA depth Dt depth eps_t Phi. No. kip k-ft k-ft in in I l 149.00 459.00 105.1.62 2.291 6.99 33.44 0.01135 0.9.00 2 64.00 459.00 967.71 2.10.8 6.23 33.44 0.01311 0.900 3 254.00 787.00 1151.76 1,463 8.04 33.44 0.00948 0.900 4 85.00 787.00 988.63 1.256 6.41 33.44 0.01265 0.900 End of output P(kip) 76 0 0 0 0 o4—X 0 fs0,' \fs0 / (Pmax) (Pmax) , 0 -- •, fs0 5fç/ 2000 \fs=O 5fy 0 0 fs0/-----'--fs=0 "1: /\-------------------\ L. 24 x 36 in fs=0.5f \ / \fs0.5fy Code: ACI 318-11 Units: English 0- Run axis: About X-axis //\ ------ I Run. option. Investigation / _i.. / /• / 13 /V lenderness: Not considered Column type: Structural -1800 -1400 -10010 -200 200 69/4000 1400 1800 Bars: ASTM A615 Mx (k-ft) --------------------------------------- .------.- --- :-------------------------------------- Date: 01/09/17 (Pmin) " -' (Pmin) Time: 15:04:10 :1 1-_: 000 - 1------------------- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 F848-1 FB64 I File: G:\1 JOBS\ViaSat PS\ENGI NEERING\Design\Frames\Grid 9 Frame\Cols\lnt CoI\L1 Lvl .co Project: Grid 9 Frame Column: Int Col Engineer: CJ ft = 4 ksi fy = 60 ksi Ag = 864 in'2 12 bars Ec = 3.605 ksi Es = 29000 ksi As 13.08 inA2 rho = 1.51% fc = 3.4 ksi ej't = 0.00206897 in/in Xo = 0.00 in lx = 93312 inA4 eu = 0.003 in/in Yo 0.00 in ly = 41472 in"4 Betal = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0,9, phi(c) = 0.65 UT-F24x49 C, UT-F24x49 CN UT-F24x49 C, C, UT-F24x49 C, C, UT-F24x49 C'. C" UTF24x49 C. C' UT-F24x49 CC C. C' UT-F2449 CC C'. C' UT-F24x49 CC C' C' UT-F24x49 (4 C' C' UT-F24x49 C C' cl, UT-F24x49 CC C. > C" UT-F24x49 C' C UTF24x49 CC > C' UT-F24x49 CC > C' Cl.Cl.Cl.C' UT-F2449 CC 'C C' UT-F24x49 CC . 'C C UT-F2449 tc Cl. c UT-F24x48 c UT-F24x48 - UT-F24x48 UT-F24x48 c UTF24x48 UT-F24x48 - S C Grd NZ Lvi C, LiLvi -------------- ----- L2 Lv ---------------- A. 23 23 B 23 23 C 23 A.3. A.6 23 8.4 B.6 23 rf' 2 Rf Lv Grd Lv Li Lvi L2 Lvi RAMdeLV] 3 -ievon M M - DataBase: Sat PSi - 01-06-2017 01/06/17 15:55:1 RILvi........................................ GrdLvi................................. Li Lvi........................- C 23 23 B .23 23 C A.3 A.6 23 . 6.4 6.6 23 m - - = - = m - - - - _ _ RAM RAMFrarnea1ysis.RFAn.1 . DataBase: 3at PSI - 01-06-2017 01/09/: :7 .11:13:05 LC! 9 44 7' $48- -'1 CD 23 B.4 23 B.6 23 A.6 23 A,3 Li Lv1- ---------------- C .......... C o 23 - - - - - - - - - - - - - m m - - RAM RNFrameax.a1ysis.RFAn.1 DataBase: 3at PSi - 01-06-2017 0i/09/ ' 1113:48 RfLv------ GrdLvi.... ..... ................ ................ .... . LI Lvl L2Lvi---------------- .---- ............... ci 23 A 23 23 B 23 23 23 A3 A.6 23 B.4 B.6 7: 82 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat FRAMEILEVEL:. Grid 23 Frame: L2 LA COL: End Col KENT CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: Fy= 60 ksi f'c = 4.0 ksi b= 24 in h= 48 in = 45 in. db0t = 44 in Conc.Wt: NW End Column? Y If end column, enter L or R : L S0 = 0.76 fi = 1.00 MDL = k-ft MLL = k-ft PMEQ (ult) = 498 k-ft VDL= k VLL= k PVEQ (UIt)= 51 k MuTOP = 498 k-ft a = 2.63 in AS REQUIRED= 2.51 in cDMn = 704 k-ft As Min= 3.35 in2 a. = 3.29 in As PROVIDED = 3.53. in Mpr = 970 k ft DMn/Mu. 1.413 MuBOT = 498 k-ft a = 2.63 in As REQUIRED = 2.57 ifl Mn = 688 k-ft As Mm = 3.43 in a 3.29 in As PROVIDED = 3.58 in2 Mpr = 948 k ft DMn/Mu= 1.381 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 17.2 ft 8m Mpr Top @ Rt Adj Col = 860 k-ft Bm Mpr Bot © RI Adj Col = 840 k-ft Ve= 105.3 k VUmax = 105.3 k VU/4= 0.133 ksi vc= 0.000 ksi AV © 12"oc = 0.638 1n2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left BmAv@60 oc 032 in' JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ Col Above = 100 k I (Confined 4 sides) 20 4 1.265 ksi Cal Above h = 36 in 2 (3 or 2 app. sides) 15 4 0.949 ksi Col Above b = 24 in 3 (All others) 12 4 0.759 ksl Joint Shear = 0.106 ksi < 12 It'c Type (1,2 0r3): 3 MDL = k-ft MLL k-ft PMEQ (ult) = 383 k-It VDL = k k pVEO (ult) = 51 k MDL= k-ft NILL- k-ft pMa(ult) = 316 k-ft VDL = k VLL = k PVEa (ult) = 40 k IBC DUCTILE. FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat Conc wt: NW FRAME/LEVEL: Grid 23 Frame: L2 Lvi End Column? N. COL: tnt Cot LEFT FACE OF COL: RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: UT-Frame Bm: Non PT-Beam: Fy = 60 ksi Fy = 60 ksi f c = 4.0 ksi f c = 4.0 ksi b = 24 in b= 24.0 in. h= 48 in h = 48.0 in d10 = 45 in d10 = 45.0 in dbot in dbot = 44.0 in SDS- 0.76 fi = 1.00 MuTOP = 383 k-It a = 2,32 in MuTOP = 316 k-ft a = 2.32 in As REQUIRED 1.92 in' (l)Mn Mn 623 k-ft AS REQUIRED = 1.58 In' Mn 623 k-ft As Mm 2.56 in a = 2.90 in As Mm 2.11 in a = 2.90 in As PROVIDED= 3.16 in2 Mpr 860 k ft As PROVIDED = 3-16 in2 Mpr = 860 k ft cl,Mn/Mu 1.628 . . Mn/Mu = 1.973 MuBOT = As REQUIRED = As Min = As PROVIDED = 383 1.97 2.62 3 16 k-ft in;' in i n 2 a= a Mpr = QMn/Mu Mn =609 2.32 in k-ft 2.90 in 840 k ft 1.590 MuBOT = As REQUIRED = As Mm n = As PROVIDED = .. 316 1.62 2.16 3.16 k-ft in2 in in a = 2.32 in gMn = 609 k-ft a = 2.90 in Mpr = 840 k ft DMn/Mu= 1.928 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Rt Bm Stir. Fy = 60 ksi Clear Span to Left = 17.2 ft Clear Span to Right = 17.2 ft Bm Mpr Top @ Lt Adj Col = 970 k-ft Bm Mpr Top @ Rt Ad] Col = 860 k-ft Bm Mpr Bat @ Lt Ad] Cal = 948 k-ft Bm Mpr Bat @ Rt Ad] Cal = 840 k-ft Ve= 105.4 k . Ve = 99.0 k VUmax = 105.4 k VUmax = 99.0 k vu/4= 0.133 ksi . vu/4i= 0.125 ksi vc= 0.000 ksi Vc 0.000 ksi. AV © 12"oc = 0.639 1n2/ft AV @ 12"oc = 0.600 in2/ft Smallest Long. Bar Size = # 8 Smallest Long. Bar Size = #8 Stirrup Size = #4 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Max. Stirrup Spacing = 6.0 in Use 6.0 in Use . 6.0 in LeftSmAv@60 cc 032 in RtBm AV, @60 oc = 0.,30 in2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ Col Above = 145 k 1 (Confined 4 sides) 20 4 1.265 ksi Col Above h = 36 in 2(3 or 2 opp sides) 154 0,949 ksi Col Above b = 24 In 3 (All others) 12 4 0.759 ksi Joint Shear = 6A5 ksi < 15*4f c Type (1,2 or3): 2 M. IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid 23: LI LvI End Column? Y COL: Grid A Cot If end column, enter L or R,: L MOMENT CRITERIA RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f 'c = 4.0 ksi ACab 0.153 in' b= 24 in Fpt = 108 k h = 49 in #Caes = 4 dtop = 46 in dpt = 24.5 in dbOt = 46 in Ycg = 24.5 in SD 0.76 f1 = 1.00 M01 = 31 k-ft MLL = 9 k-ft PMEQ (ult) = 809 k-ft VOL = 15 k VLL = 4 k PVc (ult) = 84 k SECONDARY PTM = 0 k-ft PTFuIttop = 137.6 k PT Fult bot = 137.6 k MuTOP = 860 k-ft a = 4.32 in As REQUIRED = 3.17 in' DMn = 937 k-ft As Min = 3.68 in a = 4,98 in As PROVIDED = 3.58 in :.. Mpr = 1226 k-ft OMn/Mu = 1.090 MuBOT = 786 k-ft a= 4.32 in As REQUIRED = 2.78 in' Mn =937 k-ft As Min = 3.68 in a= 4.98 in As PROVIDED = 3.58 in2 Mpr = 1226 k4 t Mn/Mu = 1,192 Left Bm Stirrup Fy = .60 ksi Clear Span to Left = 17.2 ft Bm Mpr Top @ Rt Adj Col = 1226 k-ft Bm Mpr Bot @ Rt Adj Col = 1226 k-ft Ve= 142.8 k VUma, = 167.1 k VU/4= 0.202 ksi vc= 0.000 ksi Av © 12"oc = 0.969 in2/ft Smallest Long. Bar Size = #8 Stirrup Size. = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left BmAv@60 oc = 048 in JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ Col Above .= 74 k 4 I (Confined 4 sides) 20 4 1.265 ksi PVEQ Col Below = 100 k 2(3 or 2 opp. sides). 154 0.949 ksi h 01 = 36 in 3 (All others) 124 0.759 ksi b 01 = 24 in Type (1,2 or 3) 3 Joint Shear = 0398 I 85 COLUMN ULTIMATE DESIGN MOMENTS AND OVERSTRENGTH CHECKS I Load Input Load combinations 2nd Level? = YES Ultimate Loads: I Roof Level? = NO Max Down Above UT-Bm (1.2+0.2S05)D+f1L+pEQ Cot dr Ht Above 7.25 ft PUIA = 171 k CIr Ht Below = I Cot 7.92 ft MuIA = 219 k-ft PDL Above = 61 k Max Up Above UT-Bm (09-0.2S05)D-pEQ Pa Above = 6 k PU2A = -37 k PPEQ (ult) Above = 83 k Mu2A = 205 k-ft MDL Above = 16 k-ft MLL Above = 5 k-ft Max Down Below UTBrn (1.2+0.2S0s)D+f1L+pEQ 1 pMEQ( ult) Above = 193 k-ft Pule = 301 k Mu1B = 426 k-ft - DL Below 93 k I a Below = 9 k Max Up Below UT-Bm (0.9-0.2SDS)D-pEQ PEQ (ült) Below = 166 k Pu28 = 96 k MUM = 412 k-ft I MDL BelOw= 16 k-ft I MLL Below = 4 k-ft PMEQ (ult) Below = 400 k-ft Biaxial Column? = NO Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mn cols ? 6/5*LMn beams (@Centerline of Joint) Column Checks: (Load Combos, C I Cot from SPCot with 4) = 1.0: LCI: (1.2+0.2SDS) LC2: (0.9-0.2S05) MnLCIA = 1141 k-ft MnLC2A = 912 k-ft I MnLCIB 1277 k-ft MnLC28 = 838 k-ft R Sum 2418 Sum 1750 Clockwise Beam Moments: Mn Cots @ CL= 2798 kft 6/5*EMn Bms @ CL = 1467 k-ft 1.91 > 1.0 OK I Counterclockwise Beam Moments: Mn Cots @ CL = 2798 k-ft I 6I5 *Mn Bms @ CL = 1467 k ft 1.91 > 1.0 OK PMRAM EQ (ult) at Base = 380 k-ft Code Level Design: (Phi = Std code values) LCI: (1.2+0.2S05) LC2: (0.9-0.2SDs) PU,LCI = 301 k PU,LC2 = -96 k MU,Lc1 = 401 k-ft MU,LC2 = 390 k-ft LC3: (A9 f/20) PU,LC3 = 173 k MU,LC3 = 397 k-ft Overstrength Design, Mn: (Phi = 1.0) BM, M( = 1.29 Mn> 510 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1;25Fy) EMp/EMp. BM, mAx = 1.52 MPR> 576 k-ft Col Mpp,, from SPCol with 4, = 1.0 & 1.25*Fy: DESIGN MOMENT LCI; (1.2+0.2Ss) LC2: (0.9-0.2S) (USED IN DESIGN OF COL I'BOVEJ MPRLCIA = 1328 k-ft MPR,LC 1106 k-ft MPR,LCIB = 1459 k4t MPR.LC2B = 1040 k-ft Column Design Moment A Above Beam: (NOT USED IN THIS DESIGN, INPUTAS DESIGN MOMENT 'C/N DESIGN OF COL ABOVE) (Design Mpr) MpRbmscw 293 k-ft MPR, 1,1 = 293 k-ft MpRbms.ccw = 293 k-ft MPR,,, 293 kft DESIGN. MOMENT 'C' Column Design Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C' MPR bms•cw 608 k-ft MpRw = 608 k4t INPUT DESIGN MOMENT W FROM MPR bms-C. = 608 kfL MPR ccw 608 k-ft DESGIN OF JOINT 4. LVIL BELOW or COL Mpr têi EJ'SE WHERE OCCURS) COI./BM JOINT Cq LVL BEING .DESIGNED COL BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) Col Mpr, LC1,: (12+0.2SDS): Col Mpr, LC2: (09-0.2SDS): Cal Mpr, .LC3:. (Ag'f'c/20): (Design Mpr) MPR = 1459 k4t MPR = 1040 k-It MPR= 1330 kft 5's & Ve SHEAR REINFORCEMENT b 01 = 24 in h501 = 36 in d 01 = 33.0 in (out to out of ties) b x.dir = 21.0 in bcy.dir = 33.0 in Cal CIr lit Below = 7.92 ft f' 4.0 ksi VDL = 5 k VLL = I k PVEO (ult) = 100 k LC1: (1..2-f0.2S05)D+f 1 L+pEQ Vu, LOI= 108 k Ve, Design = .261 k vulif= 0.439 ksi v= 0.149 ksi A 1.40 1n2/ft 60 ksi max = 9.0 in #of Col Verts= 12 Smallest Cal. Veil = # B # Crossties Y-Dir = I # Crossties X-Dir = 3 Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in LC2: (0.9-0.2S05)D-pEQ V.u,LC2= 104 k Ve, Design = 208 k vu4= 0.350 ksi v. = 0.000 ksi A 1.68 in2lft LC3: (Age f'c/20) VU, LC= 107 k Ye, Design = 245 k vu/4= 0.412 ksi v = 0.000 ksi A = 1.98 in2/It Ash @5.5" oc = 0.69 in4 Ash @ 5.5" oc = 0.69 ifi' Av @ 5.5" oc = 0.64 fl' Av @ 5.5" oc = 0.77 in' Av req'd @ 5.5" oc 0.91 ifl AVproviciea '(-dir = 0.93 in' Ash req'd Perp @ 5.5" oc = 1.09 in' AShprovlded, X-dir 1.55 in2 Ash @5.5" oc = 0.69 in' Av @5.5" oc = 0.91 lfl' Tie Length = 22.00 ft Tie Weight = 50.1 lb/ft I STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 6433-1056042-4-1FB48-1FB64 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\End Col\L2 Lvl col Page 0_1.409/17 46 PM General Information: File Name: G:\1JOBS\ViaSat PS\ENGiNEERING\Design\Frames.\Grid 23 Frame\Cols\End Col\L2 vl.col C . Project: Grid 23 Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Run Axis: X-axis Material Properties: Concrete: Standard f'c = 4 ksi I Ec = 3605 ksi fc = 3..4 ksi Epsu = 0.003 in/in ,Betal = 0.85 Slenderness: Not considered Column Type: Structural Steel: Standard fy =60ksi Es = 2900.0 ksi Epsyt = 0.00206897 in/in SectiOn: Exterior Points I No. X (in) Y (in) No. X (in) Y (in) No. X (in) Y (in) 1 -12.0 -18.0 2 12.0 -18.0 3 12.0 23.0 4 -12.0 18.0 I Gross section area,. Ag = 924 in2 Ix = 115095 in'4 ly = 44289.7 in4 rx = 11.1607 in ry = 6.92333 in Xo = 0.25974 in Yo = .1.2770.6 in I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in"2) Size Diam (in) Area (.in'2) I 3 0.38 0.11 4 4 .0.50 0.20 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 ( .4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 I Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 12.00 in2 at rho = 1.30% Minimum clear spacing = 5.31 in Area in2 X (in) Y .(in) Area in2 X (in) Y .(in.) Area in"2 X (in) I (in) I 1.00 -9.4 1.5.4 1.00 0.0 17.5 1.00 9.4 13.5 1.00 -9.4 -15.4 1.0.0 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with. Corresponding Capacities: • Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft in in. 301.00 401.00 1179.00 2.940 8.56 38.44 0.01014 0.900 I i 2 -96.00 390.00 741.39 1.901 4.69 38.44 0.02099 0.900 3 173.00 397.00 1047.0.2 2.637 7.19 38.44 0.01265 0.900 End of output Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:46:14 P(kip) 88 / \ / 5- £---------------------5-----------t -----------5 -----C -----------------------5- ----------I -----C 'S =0 ----30O0----. -- /-------------(Pmax)_. (Pmax!------------------------------ 5 \fs0.5fy fs0 5fy1 sO - - - fs0 / \ : - fs=0.5fy - fs // --------------- m0;:-1600:-1200:800 -400 402 8G'O ,1200l6002000 N /1 Mx (k-fl) (Prnin) fl' '(PM in)j -1000- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Cuip & Tanner. License ID: 6433-1056c42-4-1FB48-1FB64 I File: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\End Col\L2 Lvl.col Project: Grid 23 Frame Column: End Col f'c=4ksi Ec = 3605 ksi fc=3.4ks1 fy =60ksi Es 29000.ksi 0.00206897 in/in Engineer: CJ Ag = 924 InA2 As = 12.00 inA2 Xo =0.26 in 12 #9 bars rho = 1.30% Ix = 11509.5 inA4 e_u = 0.003 in/in Betal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Yo =1.28 in Min clear spacing = 5.31 in ly = 44289.7 in"4 Clear cover = N/A I S.TRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-105.6042--4-1FB48-1FB64 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\End Col\LI Lv1.col 01/09/17 c896 PM General Information: -. File Name: G:\lJOBS\ViaSat PS.\ENGINEERING\Design\Frames\Grid .23 Frame\Cols\End Col\Ll Lvl.col I Project: Grid 23 Frame \ Column: End Col Engineer: CJ Code: ACI 3:18-11 Units: English Run Option: Investigation Run Axis: X-axis Material Properties.: Concrete: Standard f'c = 4 ksi I Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in Betal = 01.85 Slenderness: Not considered Column Type: Structural Steel: Standard fy = 60 ksi Es = 29000 ksi Epsyt = 0.00206897 in/in Section: Exterior Points I No. X (in) Y (in) No. X (in) Y (in) No. X (in) I (in) 1 -12.0 -18.0 2 12.0 -18.0 3 12.0 23.0 4 -12.0 18.0 I Gross section area, Ag = 924 in2 Ix = 115095 in'4 ly = .44289.7 in4 rx = 11.1607 in ry = 6.92333 in Xo = 0.25974 in 10 = 1.27706 in I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Dials (in) Area (in2) Size Dials (in) Area (in2) I 3. 0.38 0.11 4 4 0.50 0.20 # 5 0.63 0.31 1 .6 0.75 0.44 4 7 0.88 0.60. 4 8 1.00 .0.79 ( 4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 k :4 14 1.69 2.25 4 18 2.26 4.00 I Confinement: Tied; #4 ties with #10 bars, 44 with larger bars. phi(a) = 0.8, phi(b) = 0.9, .phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 12.00 in"2 at rho = 1.301 Minimum clear spacing = 5.31 in Area in2 X (in) I (in) Area in2 X (in) Y (in) Area in2 X (in) I (in) I 1.00 -9.4 15.4 1.00 0.0 17.5 1.00 9.4 19.5 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0. 1.00 :94 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in I l 171.00 219.00 1044.89 4.771 7.17 38..44 0.01270 0.900 2 -37.00 205.00 816.85 3.985 5.3.6 38.44 0.01801 0.900 3 301.00 426.00 1179.00 2.768 8.56 38.44 0.01014 0.900 4 -96.00 412.00 741.39 1.799 4.69 38.44 0.02099 0.900 End of output 0 0 0 0 0 0 0 0 I 24x41 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:46:52 -20O0-1600i-1200O -400 :4014 /800 1200i16002000 Mx (k-ft) ,-------- (Priri) "- - 1000- -- ----------I----- STRUCTUREPOINT - spCotumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 File: G:\1 JOBS\ViaSat PS\ENG I NEERING\Design\Frarnes\Grid 23 Frame\Cols\End CoI\LI LvI.col Project: Grid 23 Frame Column: End Cot Engineer: CJ f'c=4ksi fy = 60 ksi Ag=924in'2 12#9bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 inA2 rho = 1.30% fc = 3.4 ksi e_yt = 0.00206897 in/in Xo = 0.26 in lx 115095 inA4 e_u = 0.003 in/in Yo = 1.28 in ly = 44289.7 inA4 .3etal = 0.85 Min clear spacing = 5.31 in Clear cover = N/A Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 91 Ver. 7.4 JOB: Via Sat ConcWt: NW FRAME/LEVEL: Grid 23: LI Lvi End Column? N COL: Grids A.3-A.6 & B.4-B.6 Cols LEFT FACE OF COL: RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) UT-Frame Bm:. PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi Fy = 60 ksi PT fpu = 270 ksi Pc = 4.0 ksi Acable 0.153 in' Pc = 4.0 ksi ACable = 0.153 in' b = 24 in Fpt = 108 k b = 24.0 in Fpt = 108 k h = 49 in #Cables = 4 h = 49.0 in #Cables = 4 = 46 in d 1 = 245 in dtop = 46.0 in d 1 = 24.5 in db0t = 46 in .Ycg = 245 in dbOt = 46.0 in Ycg = .24.5 in S0 0.76 fl = 1.00 MDL = 54 k-ft MDL = 54 k-ft MILL = 14 k-ft MILL = 14 k-ft pMEQ(ult) = 668 k-ft pM 0(uIt)= 601 k-ft VDL = 17 k VDL= 17 k VLL= 4 k VLL= 4 k PVEQ (ult) = 84 k PVEQ (ult) = 71 k SECONDARY PTM = 0 k4t SECONDARY PTM = 0 k-ft PTFuIttop 137.6 k PTFulttop = 137.6 k PTFuItbot 137.6 k PTFuItbot = 137.6 k MuTOP = 755 k-ft a = 4.32 in MuTOP = 688 k-ft a = 4.32 in As REQUIRED = 2.62 .ini oMn = 937 k-ft As REQUIRED = 2.27 in' Mn = .937 k-ft As Mm = 3.49 in a = 4.98 in As Min 3.02 in a = 4.98 in As PROVIDED = 3.58 .in Mpr = 1226 k ft As PROVIDED 3 58 in Mpr = 1226 k ft 4Mn/Mu = 1.241 Mn/Mu = 1.362 MuBOT = 628 k-ft a = 4.32 in As REQUIRED= 1.95 in' Mn = 937 k-ft As Min = 2.61 in2 a = 4.98 in As PROVIDED 3.58. iW, Mpr= 1226 kft Mn/Mu = 1.493 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 17.2 ft Bm Mpr Top @ Lt Adj Col = 1226 k-ft Bm Mpr Bot @ Lt Adj Cot = 1226 kft Ve= 142.8 k VUniax = 169.8 k vu/4= 0.205 ksi VG= 0.000 ksi AV @ 12"oc = 0.984 in2/fL Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in. Left BmAv@60 oc= 049 in' JOINT SHEAR TYPE. CONDITION ALLOWABLE I (Confined 4 sides) 204 1.265 ksi 2 (3 or 2 app. sides) 15 4 0.949 ksi 3(All others) 12 4 0.759 ksi Type (1,2 or 3): 2 MuBOT = 561 k-ft a = 4.32 in AS REQUIRED = 1.61 in' Mn = 937 k-ft As Min = 2.35 in a = 4.98 in As PROVIDED = t 3.58 n2 Mpr = 1226 k ft Mn/Mu = 1.671 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 1.2 ft Bm Mpr Top @ Rt Adj Cot = 1226 k-ft Bm Mpr Bot @ Rt Adj Cot = 1226 k-ft Ve= 142.8 k VUma 169.8 k vuI= 0.205 ksi Vc= 0.000 ksi Av © 12"oc = 0.984 in2/ft Smallest Lông. Bar Size = # 8 Stirrup Size = .# 4 Max. Stirrup Spacing = 6,0 in Use 6.0 in .Rt Bm AV @ 6.0" oc = 0.49 in' PVEQ Cot Above = 119 k PVEQ Cot Below = 145 k h 0 36 in b 01 = 24 in Joint Shear = 0.608 ksi < 15 'Jt'c I COLUMN ULTIMATE DESIGN MOMENTS AND OVER I Load Input 2nd Level? = YES I Roof Level? = NO Cot CIr Ht Above = 7.25 ft I Cot Cir Ht Below = 7.92 ft PDL Above = 103 k PLL Above = 15 k I lPEQ(ult) Above = 9 k MDL Above = 0 k-ft I MLL Above = 0 k-ft pM Q (ult) Above = 351 k-ft - PDL Below = 154 k PLL Below = 22 k • PEQ (ult) Below = 23 k I MDL Below = 0 k-ft I MLL Below = 0 k-ft pMEQ (ult) Below = 617 k-ft I Biaxial Column?•= NO I ,. I Minimum Flexural Strength of Columns: Mn cqls2! 6/5Y-Mn beams (@ Centerline of I Col M. from SPCol with 41.0: LCt (1.2+0.2S05) LC2: (0.9-0.2SDS) MflLC1A = 1166 k-ft MnLC2A = 1072 k-ft I MnLCIB= 1252 k-ft MflLc2B = 1096 k-ft R Sum 2418 Sum 2168 I Clockwise Beam Moments: MnCols@CL= 3375 k-ft 6/5*Mh, Bms @ CL = 2935 k-ft 1.15 >1.0 OK I Counterclockwise Beam Moments: Mn Cols @ CL = 3375 k-ft I 6/5 *Mn Bms @ CL = 2935 k ft 115 > 1.0 OK I 92 (1.2+0.2S0s)D+fl L+pEQ (0.9-0.2S0s)D-pEQ PU2B = 92 k Mu2B = 617 k-ft Design of Column at Grade Beam: Column Checks: (Load Combos, Overstrength) PMPM EQ (ult) at Base = 537 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2SDS) LC2 (0.9-0.2S0 ) PU,LC1 = 253 k PU,LC2 = 92 k MU,11 537 k-ft MU,LCZ = 537 k-ft (Ag*f c120) PU,LC3 = 216 k MU,LC3 = 537 k-ft Overstrength Design, Mn: (Phi = 1.0) Mfl/ZMRAM EM, MAX = 1.64 Mn> 881 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) EM, MAX = 1.93 MPR> 1037 k-ft Load combinations Ultimate Loads: Max Down Above UT-Bm LC1 (1.2+0.2S0s)D+f1L+pEQ PUIA = 163 k MUM = 351 k-ft Max Up Above UT-Bm LC2: (0.9-0.280)D-pEQ Pu2A = 68 k MuzA = 351 k-ft Max Down Below UT-Bm PulB = 253 k Mula = 617 k-ft Max Uo Below UT-Bm b ol CROSSIILS y-nigFC110N 93 Cot from SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT ' LC1: (1.2+0.2S0s) LC2: (0.9-0.2S) (USED IN DESIGN OF COLABOVE( MPRLCIA = 1365 k-ft MPRLCA = 1.274 k-ft MPR,LCIB = 1447 k-ft MPR,LC2B = 1298 k-ft Column Design Moment 'A' Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT 'C"!N DESIGN OF COL ABOVE) (Design Mpr) MpRbms.cw = 671 kft MPR CW = 671 k-ft MPR bms-ccw = 671 k4t MPR ccw = :671 k-ft DESIGN MOMENT '6' Column Desian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C - MpR bms-cw = 1179 k4t MPR, cw = 1179 k-ft (INPUT DESIGN MOMENT A FROM MpRbms.ccw = 1179 k-ft MPRCCW = 1179 k-ft DESGIN OF JOINT ®r- (VL BELOW or COL Mpr(I B.SE WHERE OCCURS) COIiBM JOINT @ LA BEING DESIGNED COL BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Cot Mpr, LCI: (1.2+0.2SDS): MPR = 1.447 k-ft. Cot Mpr, LC2: (0.9-0.2SDS): MPR = 1298 k-ft Cot Mpr, LC3: (AgfcI20): MPR = 1414 k-ft Y's &. Ve SHEAR REINFORCEMENT b 01 = 24 in F 1 =. 60 ksi h 01 = 36 in h, max = 9.0 in d 01 = 33.0 in ft of Col Verts = 12 (out to out of ties) bc x.dir = 21.0 in Smallest Cot. Vert = # 8 bcy.dir = 33.0 in # Crossties Y-Dir = I Cot CIr Ht Below = 7.92 ft # Crossties X-Dir = 3 f ' = 5.0 ksi Tie Size = # 5 Max Tie Spacing = 5.67 in Tie Spacing = .4.0 in VDL = 0 k VLI= 0 k PVEQ (ui() 145 k LC1: (1.2+0.2S)D+f1L+pEQ LC2: 1(0.9-0.2SDs)D-pEQ VU,LCI = 145 k VU, LC2 = 145 k Ve, Design = 332 k Ve, Design = 313 k vu/4= 0.558 ksi vu/4 0.527 ksi v = 0.162 ksi v= 0.000 ksi = 1.90 1n2/ft A = 2.53 in2/ft X.DiR€tli014 d of CROSSlirS )i.DIRFCI ION LC3: (Ag*f cI20) VU, LC3 = 145 k Ve, Design = 327 k vu14= 0.551 ksi v. = 0.000 ksi A= 2.65 in2/ft Ash @4.0" oc = 0.63 in 2 Ash @4.0" oc = 0.63 in Av @4.0" oc = 0.63 in2 Av @ 4.0' oc = 0.84 in Av req'd @ 4.0" oc = 0.88 in AVprovidcd, V-dir 0.93 ji12 Ash roq'd Perp @4.0" oc = 0.99 n A5hprov1ded x-dir = 1.55 in2 Ash @4.0" 00 = 0.63 in Ày @4.0" 00 = 0.88 in' Tie Length = 22,00 ft Tie Weight= 68.8 lb/ft I STRUCTUREPOINT - spCoiumn v5.11 (TM) Licensed to: Culp & Tanner, License ID: 66433-1056042-4-1F948--1FB64 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frarne\Cols\Int Col\L2 Lvl.col General. Information: File Name: G:\1OBS\ViaSat PS\ENGINEERIN.G\Design\Frames\Grid 23 Frame\Cols\Int Cl\L2 Lvl.col ( Project: Grid 23 Frame I , 'Column: mt Col Engineer: CJ Code: ACm 318-11 Units: English Run Option: Investigation Slenderness: Not considered. Run Axis: X-axis Column Type: Structural Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = .36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 4.1472 in'4 rx = .10.3923 in ry = 6.9282 in Xo.= 0 i Yo= Cm Reinforcement: Bat Set: ASTM A615 Size Diem (in) Area (in"2) Size Diem' (in) Area ('in'2) Size Diem (in) Area (in2) 4 3 0.38 0.11 4 4 0.50 0.20 # 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 4 10 1.27 1.27 .4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ( :ph.i(4) .= 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel. area: As = 13.08 in2 at rho = 1.51% Minimum clear spacing = 5.24 in Area in"2 X (in) Y (in) Area in"2 X (in) Y (in) Area in'2 X (in) Y (in) 127 -94 154 100 00 154 127 94 154 1.27 -94, -15.4 1.00 0.0 -15.4 1.27 '94 154 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NP. depth Dt depth epst Phi No. kip k-ft k-ft in in l253.00 537.00 1150.83 2.143 8.03 33.4.4 0.00949 0.900 2 92.00 537.00 995.58 1.854 6.47 33.44 0.01250 0.900 3 216 00 537.00 111605 2.078 7.65 3344 0.01012 0.900 End of output *** rage z 0 /09/1.7 42 PM P(kip) 95 4000 o o ----------I----. --------- 0 , y / 'N ~-X -------3000- -------------------- oo fs0 fs0 /• 1 l• / (Pmax) (Pmax) / 0 0 fs0 2000 - 0 5fy o fs0 r— - - - - - fs0 1Y \ V /----------- 24 x 36 in 1s0.5f fs=0.5fy Code: ACI 318-11 \-i000--)---- X-axis Units: English Run axis: About /// \ Run option: Investigation ienderness Not considered Column type: Structural -1800 -1400 -1000-.,00 -200 200 600 ,4000 1400 1800 Bars: ASTM A615 NN - Mx (k-ft) Date 01/09/17 (P min) "-" (Pmin) Time: 15:52:47 LJ------------------------- ------- ------ I STRUCTU REPO[ NT - spColumn v5.11 (TM). Licensed to: Cuip & Tanner. License ID: 66433-1056042-4-1 F648-1 FB64 File: G:\lJOBS\ViaSat PS\ENG INEERI NG\Design\Frames\Grid 23 Frame\Cols\l nt Coi\L2 Lvi .coi Project: Grid 23 Frame Column: mt Col Engineer: CJ ft = 4 ksi fy = 60 ksi Ag = 864 inA2 12 bars Ec = 3605 ksi Es = 29000 ksi As 13.08 inA2 rho = 1.51% fc = 3.4 ksi e_yt = 0.00206897 in/in Xo = 0.00 in ix = 93312 mM eu= 0.003 in/in Yo =0.00 in Iy= 41472 in"4 - Beta1 = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT - spColumn v.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4--1FB48-1F864 G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\Int Col\Ll Lvl.col General Information: File Name: G:\lJOBS\ViaSat PS\ENGINEERING\Design\ Frames. \Grid 23 Frame\Cols\Int Col\Ll Lvl.col ( Project: Grid 23 Frame Column: Iflt Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness.: Not. considered Run Axis: X-axis Column Type.: Structural Material Properties: Concrete: Standard Steel: Standard f 'c = 4 ksi fy = 60 •ksi Ec = 3605 ksi Es = 29000 .ksi fc = 3.4 ksi Eps_yt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width. = 24 in Depth = 36 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 01n Yo= 0 i I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (ih2) Size Diam (in) Area (in2) I 4 3 0.38 0.11 4 4 050 020 4 5 0.63 0.31 0 6 0.75 0.44 0 7 0.88 0.60 0 8 1.00 0.79 0 9 1.13 1.00 4 10 1.27 .1.27 0. 11 1.41 1.56 0 14 1.69 2,25 4 18 2.26 .4.00 I. ... Confinement: Tied; .04 ties with #10 bats, #4 with lager bars. ( phi(a) = 0.8, phi(b) = 0.9., phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 in2 at rho = 1.51%. Minimum clear spacing = 5.24 in Area in2 X (in) Y (in.) Area in2 X (in) Y (in) Area in2 X (in) Y (in) I 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 00 -15.4 1.27 9.4 -15.4. 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 94 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: ------------------- Pu Nux PhiMnx PhiMn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft in in I l 163.00 351.00 1065.22 3.035 7.13 33.44 0.01108 0.900 2 68.00 351.00 971.70 2.768 6.26 33.44 0.01302 0.900 3 253.00 617.00 1150.83 1.865 8.03 33.44 0.00949 0.900 4 92.00 617.00 995.58 1.614 6.47 33.44 0.01250 0.900 *** End of output *** rage z 01105/17 52 PM o 0 0 o 0 P (ki tO 0 0 24 x 36 in Code: ACt 318-11 Units: English Run axis: About X-axis Run option: Investigation Ienderness: Not considered Column type: Structural Bars: ASTM A615 Date: .01/09/17 Time:. 15:52:09 -1800 -1400 i -100O00 i -200 (Pmin) I-----. -------------- ------------- ------ ------.-.100c - 200 60944000 1400 1800 -4' Mx (k-fl) 2' ' (Pmin) I STRUCTU REPO I NT - spColumn v5.1 I (TM). Licensed to: Cuip & Tanner. License ID: .66433-1056042-4-1 FB48-1 FB.64 I File: G:\lJOBS\ViaSat PS\ENGI NEERI NG\Design\Frames\Grid 23 Frame\Cols\Int Col\LI Lvl .col Project: Grid 23 Frame Column.: tnt Cot Engineer: CJ ft = 4 ksi fy = 60 ksi Ag 864 iflA2 12 bars Ec = 3605 ksi Es = 29000 .si As = 13.08 in'2 rho = 1.51% fc = 3.4 ksi e_yt =000206897 in/in Xo = 0.00 in lx = 93312 inI4 e_u 0.003 in/in Yo .= 0.00 in ly = 41472 in'4 Betal = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Rt Bm Stir. Fy = 60 ksi Clear Span to Right= 17.2 ft Bm Mpr Top @ RtAdj Ca! = 1226 k-ft Bm Mpr Bot @ RtAdj Col = 1226 k-ft Ve= 142.8 k VUmax= 169.8 k vu/= 0.205 ksi vc= 0.000 ksi AV @ 12"oc = 0.984 1n2/ft Smallest Long. Bar Size = #8 Stimip Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in RtBmAv@60 o = 049 in PVa Col Above = 115 k pVo Col Below = 140 k 36 in be., 24 in Joint Shear = 0 666 ksi < 15*1/rc I 98 Ver. 7.4 - I ( I .COL: JOB: FRAME/LEVEL: Via Sat Grid 23: LI Lvi Grid B Col ConcWt: End Column? NW N MOMENT CRITERIA LEFT FACE OF COL: RIGHT FACE OF COL: I UT -Frame Bm: PT-Beam: (Unbonded) UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi Fy = 60 ksi PT fpu = 270 ksi fc = 4.0 ksi Acable 0.153 fl' t'c 4.0 1(51 Acabi8 0.153 in' I b = 24 in Fpt 108 k b = 24.0 in Fpt = 108 k h = 49 in #Cabies 4 ti = 49.0 in #Cabies = 4 Clio, = 46 in d 1 = 24.5 in d10 = 46.0 in d 1 = 24.5 in db0t = 46 in Ycg 24.5 in dbo( = 46.0 in y 9 = 24.5 in SDS 0.76 I 11 = 1.00 MDL = 54 k-ft MDL = 54 k-ft - MLL = 14 k-It MLL 14 k-ft I pM 0 (ult) = 629 k-ft PMEQ (ult) = 609 k-ft • VDL = 17 k VDL= 17 k VLL 4 k VLL = 4 k • PVea (ult) = 72 k PVC0 (ult) = 66 k I SECONDARY PTM = 0 k-ft SECONDARY PTM = 0 k-ft PTFuIttop 137.6 k PTFuIttop = 137.6 k PTFultbot 137.6 k PTFuItbot = 137.6 k I . MuTOP 716 k-ft a= 4.32 in MuTOP = 696 k-ft a = 4,32 •in As REQUIRED = 2.41 in' cDMn = .937 k-ft ASREQUIRED= 2.31 in2 Mn = 937 k-ft As Min = 3.22 in a= 4.98 in As Min 3.08 in a= 4.98 in I AS PROVIDED 358 in 2 Mpr 1226 kft As. PROVIDED= 358 0 Mpr = 1226 kft I tMn/MU 1.308 (tMn/MU = 1.346 MuBOT= 589 k-ft a = 4.32 in MuBO'N 569 k-It a = 4.32 in I As REQUIRED= 1.75 in cl2Mn = .937 1(-ft As REQUIRED 1.65 in Mn = 937 k-ft As Mm = 2.35 in a = 4.98 in As Min = 2.35 in a = 4.98 in, ASPROVIDED 358 in2 Mpr= 1226 kft ASPROVIDEO 358 in2 Mpr = 1226 kft • cIMn/Mu = 1.592 Mn/Mu = 1.648 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi I Clear Span to Left = 17.2 ft Bm Mpr Top @ Lt Adj Cot = 1226 k-ft Bm Mpr Bot © Lt Adj Cot = 1226 k-ft Ve = 142.8 k I VU 0 = 169.8 k I vu/$= 0.205 ksi vc= 0.000 ksi AV @ 12"oc = 0.984 in2/ft I Smallest Long. Bar Size = #8 Stirrup Size = #4 Max.. Stirrup Spacing = 6.0 in Use 6.0 in I .LeftBmAv@6.0'oc.=.O.49 mn2 :: TYPE CONDITION ALLOWABLE I 1 (Confined 4sides) 20'I 1.265 ksi 2 (3 or 2 app. sides) 15 4 0.949 ksi 3 (All others) 12 4 0.759 ksi Type (1,2 or 3): 2 I 99 COLUMN ULTIMATE DESIGN MOMENTS AND OVERSTRENGTH CHECKS I Load Input Load combinations I 2nd Level? = YES Ultimate Loads: I Roof Level? = NO Max Down Above UT-Bm (1.2+0.2S05)D+f1L+pEQ Col CIr Ht Above = 7.25 ft PUIA = 247 k Cal Clr Ht Below = 7.92. ft MUIA = 335 k-ft I MUIbi = 5 k-ft DL Above = 1.59 k Max tip Above UT-Bm (0.9-0.2SDs)D-pEQ LL Above = 26 k P.U2A = 113 k pP Q (ult) Above = 6 k Mu2A = 335 k-ft U M U2bj 2 k-ft MDL Above = 0 k-ft MLL Above = 0 k-ft Max Down Below UT-Bm .LC1: (1.2+0.2S05)D+f1L+EQ I pMEQ (ult) Above = 335'k -ft PU B.= 304 k Mu, 716 k-ft PDL Below = 241 k MUIbf = 32 k-ft I LL Below = 40 k Max Up Below UTBm LC2: .(O.9-O,2SDs)D-pEQ pPEQ(ult) Below = 12 k PU2B = 144 k MU28 = 716 k-ft I MDL Below = 0 k-ft MU2bi = 11 k-ft I MLL Below = 0 k-ft PMEQ (ult) Below = 595 k-ft Max Down Below Gray Bm LC1: (1.2+0.2SDS)D+f1L+pEQ • PUIBbI = 378 k Biaxial Column? = YES DI- Beam: MUIBbi = 287 k-ft MDL. BIAXCL 42. k-ft hBmBlax = 35 in MUIbi = 32 k-ft - MLL BJAX@CL= 37 k-ft tslab = 5. in Max Up Below Gray Bm LC2 (0..9-0.2SDS)D-pEQ I MPT BIAX@CL 0 k-ft PU2BbI = 168 k MTorsionult = 121 k-ft . MU28bi = 287 k-ft I MU2bj= 11 k-ft Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mn cols ? 6/5'Mn beams (© Centerline of JoInt) . Column Checks: (Load Combos, Overstrength) I Cot M.. from SPCol with 41.0: LCI: (1.2+0.2S05) LC2: (0.9-0.2SDS) MnLc1A = 1243 kft MflLC2A = 1115 k-ft I MnLC1B = 1285 k-ft lVlnLC2B = 1144 k-ft U Sum 2528 Sum .2259 Clockwise Beam Moments: Mn Cols © CL = 3524 k-ft 615*ZMn Bms©CL = 2935 k-ft 1.20 >'I.0. OK I Counterclockwise Beam Moments: / EMn Cols @ CL 3524 k-ft I 6/5* EMn Bms @ CL 2935 k-ft 1.20 > 1.0 OK PM M F0 (ult) at Base = 518 k-ft Code Level Design: (Phi = Std code values) LC1; (1.2+0.2S0 ) LC2: (0.9-0.2SDS) PU,LC1 = 378 k PU,LC2 2 168 k MU,LCf = 547 k-ft Mu,LC2 = 547 k-ft L03: (A9 f'j20) PU,LC3 = 216 k MU,LC3 = 547 k-ft Overstrength Design, Mn: (Phi = 1.0) IWIMRAM BM, MAX = 1.68 Mn> 90.0 kft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) YMPR/7-MRAM BM, MAX = 1.98 MPR> 1026 k-ft R'S & Ve SHEAR REINFORCEMENT • b501 = 24 in I h501= 36 in d 01 = 33.0. in (out to out of ties) b x-dlr = 21.0 in I bcy.dlr = 33.0 In • Cot Cir I-It Below = 7.92 ft = 5.0 ksi VDL = 0 k VLL = 0 k PVgo = 140 .k LCI:. (12+02S)D+f1 L+pEQ Vu, 1 = 151 k Ve, Design = 344 k vu/4-_ 0.579 ksi v = 0.172 ksi A= 1.95 1n2/ft F 1 = 60 ksi h5 man = 9.0 in #of Col Verts = 12 Smallest Cot. Vert = #8 # Crossties Y-Dir= I #.Crossties X-Dir = 3 Tie Size = 95 Max Tie Spacing = 5.67 in Tie Spacing = 4.0 in. LC2: (0.9-0.2SDS)D-PEQ VU, LC2 151 k Ve, Design 322 k .vu/4 - 0.542 ksi vc = 0.000 ksi A = 2.60 in/ft LC3: (A9*fJ20) VU, LC3= 151 k Ve, Design = 328 k vu/4= 0.552 ksi = 0.000 ksi A4 = 2.65. in/ft IFS 100 £01 from. SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT 7 LC1: (1 .2+0.2Sos) LC2: (0.90.2S) (USED IN DESIGN Of COL ABOVE) MPR,LCIA'-. 1434 k-ft MPR,LC2A = 1316 k-ft MpR,LC1B = 1463 k-ft MpR,1c2a = 1342 k-ft Column Design Moment A' Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGNMOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR, bmscw = 665 k-ft MPR, cw = 665 k-ft MpRbms.ccw = 665 k-ft MPR ccw = 665 k4t DESIGN. MOMENT Column Desian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C MPR bms•cw = 1181 k-ft MPR cw = 1181 .k4t (INPUT DESIGN MOMENT K FROM MPR,bms.ccw 1181 k-ft MPR,CCW = 1181 kft DESGIN OF JOINT 4tVI.BELOW or COt. Mpr 0q BASE WHERE OCCURS) COI.JBM JOINT @ LV1. BEING DESIGNED COL BEING DESIGNED Column Design Moment C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) Col Mpr, LC1: (1.2+0.2SDS): Col Mpr, LC2: (0.9-0.2SDS): Col Mpr, LC3: (Ag*f c/20): (Design Mpr) MPR = 1544 k-ft MPR = 137o k-ft MPR = 1414 k-ft Ash @4.0" oc = 0.63 in' Av @4.0" oc = 0.88 in' Ash @ 4.0" oc = 0,63 in' Ash @4.0" oc = 0.63 in' Av @4.0" oc = 0,65 in' Av @4.0" oc = 0.87 in' Av req'd @4.0" oc = 0.88 in1 AVprovided Y-d = 0.93 in' Ash req'd Perp @ 4.0" oc = 0.99 in' Ash1 Ided, X-dir 1.55 in' Tie Length = 22.00 ft Tie Weight = 68.8 lb/ft I - speoiumn v.ii im V Licensed to Culp & Tanner. License ID 66433-1056042-4-1FB48-1F864 G:\1JOBS\ViàSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\COls\Tnt Col\Grid B Col - 1,2 Lvl.col rage 01/09/17 10450 PM I General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Desagn\Frames\Grid 23 Frame\Col.. ..\Grid• B Col - L2 Lvl.col ( Project: Grid 23 Frame I Column:: mt Col Engineer: Ca Code: AtI 318-11 Units: English Run Option: Investigation .Slenderness: Not considered Run Axis.: X-axis Column Type: Structural Material Properties: -------------------- Concrete: Standard StOel: Standard f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es =• 29000 ksi fc = 3.4 ksi .Epsy.t = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section; Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 my = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= Gin Yo= Gin Reinforcement: Bar Set: ASTM A615 •Size Diam (in) Area (in2) Size .Diam (in) Prea (in2) Size Diam (in) Area in.2) # 3 0.38 0.11 4 4 0.50 0.20 4) 5 0.3 0.31 4) 6 0.75 0.44 4) 7 0.88 0.60 if 8 1.00 0.79 4t 9 1.13 1.00 4) 10 1.27 1.27 4) 11 1.41 1.56 4) 14 1.69 2.25 4 18 2.26 4.00 Confinement: ( Tied; 44 ties with #10 bars,. #4 with larger bars. phi(a). = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 13.08 in2 at rho = 1.51% Minimum clear spacing = 5.24. in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in'2 X (in) Y (in.) L27 -9.4 15.4 LOO 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 94 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: - Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k1- ft in. in I .1 .378.00 547.00 1257.96 2.300 9.55 33.44. 0.00751 .0.900 2 168.00 547.00 1070.06 1.956 7.17 33.44 0.01098 0.900 3 216.00 547.00 1116.05 2.040 7.65 33.44 0.01012 0.900 End of output *** 0 IN 1 0 .0 I 24 x 36 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:50:16 101 P(kip) 102 / N --------------------- ------ ------ ----------- I ---------------L-----.3 -------I-----_3. ---------------------------------------------- J. -3. N N N ------3C00 1s0 , ' fsO /3 -\ / t (Pmax) (Pmax) \ L-''• / fS0:fYj --------------------------'2000---\fs=05fy fs0 '----------- 1s0 . / f 0.5f 43 \\ -1800 1 -1400 -100O\00 -200 200 600 4 000 1400 1800 Mx (k-ft) (Pmin) 'N ' (Pmn) -1 000-a---------------------------------------------------------- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056C42-4-1F348-1FB64 I File: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\lnt Col\Grid B Col - L2 LvLcol Project: Grid 23 Frame Column: tnt Col Engineer: CJ ft = 4ksi fy = 60 ksi Ag = 864 in'2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 13.08 inA2 rho = 1.51% fc = 3.4 ksi eyt = 0.00206897 in/in Xo 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo 0.00 in ty = 41472 inA4 3etal = 0.85 Min clear spacing .= 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Size Diam (in) Area (in'2) # 4 0.50 0.20 44 7 0.88 0.60 44 10 1.27 1.27 44 18 226 4.00 Size Diam (in) Area (in2) 44 5 0.63 0.31 44 8 1.00 0.79 44 11 1.41 1.56 I STRUCTUREPOINT - spCoiumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 6.64.33-105.6042-4-1FB48-1FB64 G:\1JOB5\Via$at PS\ENGINEERING\.Design\ Frames \Grid 23 Frame\Cols\Int Col\Grid B Col - Li LvLCol .01/09/17 1:0319 PM General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design.\Frames\Grid 23 Frame\Col ...\Grid B Col - Li Lvl.col ( Project: Grid 23 Frame Column: mt col Engineer: CJ Code: ACI 318-11 Units: English Slenderness: Not considered Column Type: Structural Run Option: Investigation I Run Axis:, Biaxial Material Properties: Concrete: Standard I f'c = 4 ksi Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in I Betal = 0.85 Section: Rectangular: Width =.24 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 rx = 10.3923 in Xo= 0 i Reinforcement: Steel: Standard fy =60k5i Es = 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in ly = 41472 in4 ry = 6.9282 in Yo = 0 in - Bar Set: ASTM A615 Size Diam (in) Area (in2) I 0.38 0.11 44 6 0.75 0.44 44 9 1.13 1.00 44 14 1.69 2.25 I .. Confinement: Tied; #4 ties with #10 bars,. 444 with larger bars. ( phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern.: irregular Total steel area: As = 13.08 in,2 at rho = 1.51% Minimum clear spacing I = 5.24 in Area in"2X (in) Y (in) Area in2 X (in) Y (in) Area in'2 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 1.27 -9.4 I -15.4 1.00 0.0. -15.4 1.27 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 1.00 9.4 9.0 1.00 9.4 0.0 1.00 Factored Loads and Moments with Corresponding Capacities: X (in) Y (in.) 9.4 15.4 9.4 -15.4. -9.4 -9.0 9.4 -9.0 PhiMny PhiMn/Mu NA depth Dt depth epst Phi k-ft in in 17.04 3.408 8.45 34.03 0.00918 0.900 6.06 3.030 6.81 33.63 0.01188 0.900 54.48 1.651 10.18 35.36 0.00753 0.900 16.03 1.458 7.35 33.95 0.01099 0.900 139.07 4.214 12.97 3.7.65 0.00574 0.900 40.71 3.701 8.22 34.76 0.00988 0.900 - Pu Mux Muy PhiMnx No. kip k-ft k-ft k-ft I i 247.00 335.00 5.00 1141.62 2 113.00 335.00 2.00 1015.17 3 304.00 716.00 33.00 1182.07 4 144.00 716.00 11.00 1043.65 378.00 287.00 33.00 1209.48 6 I 5 168.00 287.00 11.00 1062.14 *** End of output *** P(kip) 104 0 0 H / \ O L------------------L------------ ------ -------...... --1.---- ------ L. ---------.i-------- -----S / / Y I • / ------ - ------------300O- - x 0 -\ / /1 \ / .1 (Pmax) (Pmax) 0 / •.'' Il' -•'-' " o 0 - - 24x36tn 1 / Code: ACI 318-11 Units: English Run axis: Biaxial Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:49:33 i I -1800 -1400 -iooOoo :o 200 6 0/ 71000 1400 1800 M(3°) (k-ft) (Pmin): (Pmin) H000---------------------------------------------------------- I STRUCTUREPOINT-spColumn v5.11 (TM). Licensed to: Culp &Tanner. License ID: 6433-1056042-4-1.FB48-1FB64 File: G:\1JOBS\ViaSat PS\ENGI NEE RING\Design\Frames\Grid 23 Frame\Cols\lnt Col\Grid .6 Col - Li LvI.col Project: Grid .23 Frame Column: mt Col Engineer: CJ f'c=4ksi fy 60 ksi Ag=864in"2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 1308 inA2 rho = I f1 °I0 fc = 3.4 ksi eyt = 0.00 206897 in/in Xo = 0.00 in Ix = 93312 in e_u = 0.003 in/in Yo = 0.00 in •ly = 41472 in"4 3eta1 = 085 Min clear spacing .= 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 105 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat ConcWt: NW FRAME/LEVEL: Grid 23: LI LA, End Column? Y COL: Grid C Col If end column, enter L or R: L RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (tinbônded) Fy = 60 ksi PT fpu = 270 ksi f c = 4.0 ksi Acable = 0.153 n b= 24 in Fpt= 108 k h = 49 in #Cables = 4 d 0 = 46 in dpt = 24.5 in dbot = 46 in yCg = .24.5 in SD9 0.76 fl = 1.00 MDL = 31 k-ft MLL = 9 k-ft pMEQ(ult) = 803 k-ft VOL 15 k VLL= 4 k pV (ult) = 79 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 k PT Fult bat = 137.6 k MuTOP = 854 k-ft a = 4.32 in As REQUIRED = 3.14 in4 cDMn = 937 k-ft As Min = 3.68 in2 a = 4.98 in ASPROVIDED 358 ri Mpr 1226 kft Mn/Mu = 1.097 MuBOT = 780 k-ft a = 4.32 in As REQUIRED = 2.75 in2 DMn = 937 k-ft As Min = 3.66 in2 a 4.98 in As PROVIDED = 3 58 in2 Mpr 1226 k ft (Mn/Mu = 1.201 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 17.2 It Bm Mpr Top @ RtAdj Cal = 1226 k-ft Bm Mpr Bot @ Rt Adj Cal = 1226 k-ft Ve= 142.8 k VUmax = 167.1 k vu/4= 0.202 ksi vc= 0.000 ksi Av © 12"oc = 0.969 in2/ft Smallest Long, Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 In Use 6.0 in Left BmAv60 oc = 048 In2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ Cot Above 74 k 1 (Confined 4 sides) 204 1.265 ksi PVEQ Col Below = 100 k 2 (3 or .2 app. sides) 154 0.949 ksi h 01 = 36 in 3 (All others) 1.24 0.759 ksi b 01 = .24 in Type (1,2 or 3) 3 Joint Shear 0396 ksi < 12*40c 106 Load Input Load combinations 2nd Level? YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm (1.2+0,2S5)D+f1L+pEQ Cal Cir Ht Above = 7.25 ft PulA = 289 k Col Cir Ht Below = 7.92 ft MulA = 214 k-ft Mujb 4 k-ft DL Above = 137 k Max Up Above UT-Bm .LC2: (0.9-0.2SDS)D-pEQ LL Above = 27 k PU2A = 25 k PEQ (pit) Above = 77 k MU2A = 200 k-ft Mu2bj 2 k-ft MDL Above = 16 k-ft MLL Above = 5 k-ft Max Down Below UT-Bm LC1. (1.2+0.2S05)D+f1L+pEQ pMEQ(ult) Above = 188 k-ft PujB = 343 k .Mu1B = 551 k-ft POL. Below = 206 k Mulbi = 28 k-ft PLL Below = 41 k Max Up Below UT-Bm (0.9-0.2S0s)D-pEQ pPEQ.(ult) Below = 152 k Pu20 = 55 k Mu28 = 537 k-ft MDL Below = 16 k-ft MUM = 10 k-ft MLLBeIOW = 4 k-ft pMEQ (ult) Below = 398 k-ft Max Down Below Gray Bm LCI: (1.2+0.2SDS)D+f1L+pEQ PUI8bI = 472 k Biaxial Column? = YES DT-Beam: Mu1BbI 198 k-ft MDL BIAX@CL= 70 k4t hBmBIax = 35 in MUM = 28 k-ft MLL. BIAX@CL= 9 k-ft tslab = 5 in Max Up Below Gray Bm LC2: (09-0.2SDS)D-pEQ MP1.BI(@CL= 23 k-ft PUMbi = 2 k MTOrSEOnUIL = 127 k-ft Mu2BbI = 195 k-ft Mu2b, = 10 k-ft Minimum Flexural Strength of Columns: Mn cols ? 6/5LMn beams (@ Centerline of Joi Col M... from SPCol with b = 1.0: LCI: (1 .2+O.2S05) LC2: (0.9-0.2SDS) MflLCIA = 1199 k-ft MnLC2A = 946 k-ft MnLCIB = 1235 k-ft MnLC2B = 973 k-ft Sum 2434 Sum 1919 Clockwise Beam Moments: EMn Cols @CL = 3082 k-ft 6/5*MnBmsi@CL= 1467 k-ft 2.10 Counterclockwise Beam Moments: Mn Cols @ CL = 3082 k-ft 6/5*ZMn Bms @ CL = 1467 k ft 2.10 > 1.0 OK Design of Column at Grade Beam: PMM EQ (ult) at Base = 377 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2SD5) LC2: (0.9-0.2S05) PU,Lcl = .472 k PU,1c2 = 2 k Mu,Lc1 = 428 k-ft MU,LC2 = 417 k-ft LC3: (Ag*t cI20) PU,LC3 = 173 k MU,Lc3 = 421 k-ft Overstrength Design, Mn: (Phi = 1.0) 1.30 Mn> 540 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) MpR/M,M EM, MAX = 1.53 MPR> 576 k-ft b501 = 24 in F 1 = 60 ksi h501 = 36 in hx, max = 9.0 in d501 = 33.0 in # of Cot Verts = 12 (out to out of ties) b. .41 = 21.0 in Smallest Col. Vert = #8 bc ydir = 33.0 in # Crossties Y-Dir = I Col CIr Ht Below = 7.92 ft # Crossties X-Dir = 3 I ' = 4.0 ksi Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 In VDL 5 k VLL I k PV50 (uit) 100 k LCI: (1.2+0.2S0s)D+f1L+pEQ LC2: (0.9-0.2SDs)D-pEQ Vu,LCI = 119 k VU, L02= 115 k Ve, Design = 266 k Ve, Design = .21.7 k vu/4= 0.448 ksi VU!$r 0.365 ksi = 0.161 ksi Y,, = 0.000 ksi Av = 1.38 in2/ft .A = 1.75 in2/ft LC3: (A9*fd20) VU, LC3 = 117 k Ve, Design = 238 k vuIi- 0.400 ksi v= 0.000 ksi A = 1.92 in2/ft INS 107 Cot from SPCoI with 1.0 & 1.25*Fy: DESIGN MOMENT' .- LC1: (1.2+0.2Ss) LC2: (0.902S0s) (USED IN DESIGN OFCOLABOVE) MPRLCIA = 1378 k-ft MPR,LC2A 1132 k-ft = 1423 k-ft MPRLC28 = 1162 k4t Column Design Moment A! Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR bms-cw = 288 kft MpR j = 288 k-ft MpR,bms.ccw= 288 k-ft MPR. 11w = 288 k-ft DESIGN MOMENT B' Column Desian Moment 'B Below Beam: (Design Mpr) DESIGN MOMENT c MPR bms-cw = 609 k-ft MPR, cw = 609 k-ft (INPUT DESIGN MOMENT A' FROM MPR, bms•ccw = 609 k4t MPR ccw = 609 k4t DESGIN OF JOINT c LA BELOW orOLMpr oq BASE WHERE OCCURS) COL/BM JOINT @ LVI BEING DESIGNED COL BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: 'INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Col Mpr, LC1: (1.2+0.2SDS): MPR = 1500 k-ft Col Mpr, LC2: (0.9-0.2$.DS): MPR = 1110 k-ft Col Mpr, LC3: (Ag*fc/20): MPR = 1274 k-ft & Ve SHEAR REINFORCEMENT (j) Ash © 5.5" oc = 0.69 ifl Av @5.5" oc = 0.88 Ash @ 5.5" oc = 0.69 in Ash @ 5.5" oc = 0.69 Av @ 5.5" oc = 0.63 inz Av @ 5.5" oc = 0.80 md Av req'd @ 5.5" oc = 0.88 hid Av provided, Y dir = 0.93 in' Ash reqd Perp @5-5" oc = 1.09 md AShPco dSd X-dir = 1.55 in Tie Length = 22.00 ft Tie Weight = 50.1 lb/ft I OitW1ULSZtflJLL1i - opLuAwuha VJ.JS 1VI) Licensed to: Culp & Tanner. License. ID: 664.33-1056042-4-1FB48-1FB64 G:\lJOBS\ViaSat PS\ENGINCERING\Design\Frames\Grid 23 Frame\Cols\End Col\Grid C Col - L2 Lvi col I General Information: File Name G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames.\Grid 23 Frame\Col... \Grid C Col - L2 Lvl..col / Project: Grid 23 Frame I . Column: End Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered I Run Axis: X-axis Column Type:. Structural Material Properties: Concrete: Standard - fhc = 4 ksi I Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in Betel = 0.85 Steel: Standard fy =60ksi Es = 29000 ksi Epsyt = 0.00206897 in/in .b'age 01/09/17 10837 PM Section: I Rectangular: Width = 24 in Gross section area, Ag = 864 in2 Ix = 93312 in4 rx = 10.3923 in Xo= 0 i Reinforcement: Depth = 36 In ly = 41472 in4 ry = 6.9282 in Yo= 0 i - Bar Set: ASTM A615 Size Diam (in) Area (in'2) Size Diam (in) Area (in"2) Size Diam (in) Area (in2) I 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 4 6 0.75 0.44 f( 7 0.88 060 4 8 1.00 0,79 4 9 .1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 I 4 14 1.69 2.25 4 18 226 :4.00 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ( ohi(a) = 0. 8, phi(b) = 0.9, phi (c) = 0.65 Pattern: Irregular I Total steel area: As = 12.00 in2 at rho = 1.39% Mininium clear spacing = 5.31 in Area in'2 X (in.) Y (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 .9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Caacit'ies: - Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft in in I 1. 472.00 428.00 .1254.02 2.930 10.79 33.44 0.00629 0.900 2 2.00 417.00 932.49 1.956 5.66 33.44 0.01473 0 930 3 173.00 421.00 1001.03 2.37.8 7.19 33.44 0.01096 0.900. End of output *** i( o 0 0 0 0 24 x 36 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: .01/09/17 Time: 15:37:24. 200 60oA'1000 1400 1800 Mx (k-It) (Pmin) P (kip) 109 --------------------- / \ / . N / N / . N / '----------3000-- . . 1s0 : " /\ •. ----- ------------------- - ----- ------- (Pmax) (Pmax). '\ / • . -----. \ / ••• . 1 fs0 5fy1 _o00 / \fs=0 51y I fs-0 ,'- — - - - _.\fs_0 Ill/I \ // /\ / fsQ:5( \ \\s=0.5fy \ \0 1 -1800 1400 ---- ------------ (Pmin) . ------I-----1 I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 I File: G:\IJOBS\Via8at PS\ENGINEERING\Design\Frames\Grid 23. Frame\Cols\End Coi\Grid C Cot - L2 LvI.col Project: Grid 23 Frame - Column: End Col Engineer: CJ fc4ksi fy .=60ksi Ag864inA2 12#9bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 inA2 rho = 1.39% fc :3.4 ksi eyt = 0.00206897 in/in Xo = 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo 0.00 in ly = 41472 in"4 Betal = 0.85 Min. clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I sTiucruipoiwr - spoiumn v,.ii (TM) rage Licensed to Culp & Tanner. License ID 66433-1056042-4-1F848-lFB64 01/09/17 G:.\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\End Col\Grid C Col - Li Lvl.col 13103 PM I General Information: File Name G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 rrame\Coi \Grid C Col - Li Lvi col Project: Grid 23 Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered I Run. Axis: Biaxial Column Type: Structural Material Properties: Concrete: Standard Steel: Standard I .f 'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi Epsyt = 0.00206897 in/in Epsu .= 0.003 in/in Beta! = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in I Gross section area, Ag = 864 in2 Ix = 93312 in4 ty = 41472 in"4 rx .= 10.3923 in ry = 6.9282 in Xo= 0 i Y0 = 0 i I Reinforcement:. Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) I 1t 3 0.38 0.11 # 4 .0.50 0.20 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 49 113 100 #10 127 127 #11 141 156 4 .14 1.69 2.25 4 18 2..26 4.00 I.... Confinement: Tied; 4(4 ties with #10 bars, #4 with larger bars. (phi(a) = 0.8, phi(b) = 0.9, phi(c) =.0.65 Pattern: Irregular I Total steel area: As = 12.00 in'2 at rho = 1.3.9% Minimum clear spacing = 5.31 in Area .in2 X (in) Y (in) Area ia2 ( (in) Y (in) Area in2 X (in) Y (in) I 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Nux Muy PhiMnx PhiMny PhiMn/Mu MA depth 0t depth epst Phi No. kip k-ft k-ft k-ft k-ft in in I ------- 1289.00 214.00 4.00 1104.27 20.64 5.160 9.03 34.21 0.00846 0.900. 2 25.00 200.00 2.00 :8.53.78 8.54 4.269 6.04 33.71 0.01385 .0.900 3 343.00 551.00 28.00 1139.37 57.90 2.068 10.72 35.54 0.00703 0.900 4 55.00 537.00 10.00 882.19 16.43 1.643 6.49 33.97 0.01288 0.900 472.00 198.00 28.00 1169.27 165.35 5.905 14.81 38.54 0.00481 0.884 1 6 2.00 195.00 10.00 823.47 .42.23 4.223 6.61 34.76 0.01312 0.900 End of output *** P (kip) V / / 3000 'V / / y / / (Pmax)j -H 74 -1800 -1400 -1000 600 -200 200. 6O0'1000 1400 1800 I ----i. I -:M(1°)(k4t) N (Pmin) (Pmin) .. -------L_______-1000-------------------------••-•.•--• ---------------------Li I 1 0 0 1 0 191 10 0 EO I 24 x 36 in Code: ACt 318-11 Units: English 1 Run axis: Biaxial I Run option: Inves ( lenderness: Not Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 15:36:49 I I STRUCTU REPO INIT - spCotumn v5.11 (TM). Licensed to-,.Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 I File; G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid 23 Frame\Cols\End Col\Grid •C Cot - LI .Lvl.col Project: Grid 23 Frame Column: End Cot • Engineer: CJ ft = 4 ksi fy = 60 ksi Ag 864 in'2 12 #9 bars Ec = 605 ksi Es = 29000 ksi As = 12.00 inA2 rho = 1.39% fe =: 34 ksi e_yt = 0.00206897 in/in Xo = 0.00 in Ix = 93312 inA4 eu = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Rf Lvi''" '••.'• Grd Lv!............................ L1LvF-' -------- ...... ---- .... L2 Lvi.............. - - - .- .- - - - - - - - - - - - . _ _ RPM RAMFrameAja1ysis.RFAn.1 DataBase: \ at PSi 01-06-2017 01/09/. 10:58:01 2 4 5 6 A A A A A Rf Lvi Grd Lvi LI Lvi L2 Lv! RAM Mode1e,rV15.O3 evon - DataBase: aSat PSi - .01-06-2017 01/06/17 15:55:1 RfLvI ----------------------- GrdLvi (C (C Li Lvi ------------- -...... ------- 4 5 A A 3 A 6 A 7 A - - - - - - - - - - - - - - - - - = RAM RM4Fram9Jza1 ys is . RFAn. 1 DataBase ,at PSi - 01-06-2017 01/09/ 1 11:18:18 95 66 93 75 ----- 138 N- to 378 .303 309 310 303 301 311 394 N. (0 (') IL) C) (0 CD N- cli C'J c_) 71.0 568 516 532 532 519 584 732 C) (0 (0 C) to N- If) IC) It) () co N- N- IC) 00 IC) 445 332 273 297 297 274 336 452 _ . RfLVi----............................. 00 cc LI Lvi............... F— c) L2Lvi.................................. Lt GrdLvi................................... — — — — — — — — — — — — — — — — — _ RAN RANFr.aine,M4iysis.RFAn.1 DataBase: 3at PSi - 01-06-2017 . 01/09/ 1 11:18:12 ; 2 A A .4 5 6 7 A A A A A 3 4 5 A A A Rf LI Lvi.................- L2 Lvi - 1.4 - DataBase V Sat PSI - 01-06-2017 01/09/ 1 11:18:031 117 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat FRAME/LEVEL: Grid A Frame: L2 LA COL: End Col CRITERIA RIGHT FACE OF COL- UT-Frame Bm: Non PT-Beam: Fy = 60 ksi f'c = 4.0 ksi b= 24 in h = 48 in de0 = 45 in dbot = 44 in Conc Wt: NW End Column? Y If end column, .enter L or R: L Sos= 0.76 fl = 1.00 MDL k-ft MLL= k-ft PMEQ (ult) = 452 k-ft VDL k VLL= k pV 0 (ult) 52 k MuTOP = 452 k-ft a = 2.32 in ( As REQUIRED = 2.27 in2 OMn = 623 k-ft As Min = 3.03 in a= 2.90 in As PROVIDED = 3.16 in Mpr = 860 k ft aMnlMu = 1.379 MuBOT = 452 k-ft a = 2.32 in As REQUIRED = 2.33. ifl 4Mn = 609 k-ft As Min 310 in2 a = 2.90 in As PROVIDED 316 Mpr= 840 kft clMn!Mu = 1.348 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr Top © Rt Adj Col = 860 k-ft Bm Mpr Bot @ Rt Adj Cot = 840 k-ft Ve= 113.4 k VlJmax = 113.4 k vu/4= 0.143 ksi vc= 0.000 ksi AV @ 12"oc = 0.687 in2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 In Use 6.0 in Left Bm Ày ) 6 0 0c= 0 34 In2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQ.COIAbOVO = 92 k I (Confined 4 sides) 20 4 1.265 ksi Col Above h 36 in 2(3 or 2 opp. sides) 15 4 0.949 ksi Cal Above b = 24 in 3 (All others) 12 4 0.759 ksi Joint Shear = 0 090 ksi <124t'c Type (1,2 or 3): 3 118 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid A Frame:. L2 Lvi End Column? N COL: mt Col MOMENT CRITERIA LEFT FACE OF COL: RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: UT-Frame Bm: Non PT-Beam: Fy= 60 ksi Fy = 60 ksi Pc = 4.0 ksi f 'c = 4.0 ksi b - 24 in b= 24.0 in h = 48 in h = 48.0 in d0 = 45 in dt,= 45.0 in dbQt = 44 in dbQt = 44.0 in S0 = 0.76 fl = 1.00 MDL = k-ft MDL = k-ft MLL = k-ft MLL = k-ft PMEQ(Ult) = 336 k-ft pMEQ(Utt) = 274 k-ft VDL = k VDL= k VLL = k V11= k PVEa (ult) = 52 k PVEQ (ult) = 38. k MuTOP = 336 k-ft a = 2.32 in MuTOP = 274 k-ft a = 2.32 in AS REQUIRED = 1.68 in' cIMn- 623 k-ft AS REQUIRED = 1.37 in' c1Mn = 623 k-ft As Min = 2.24 in2 a= 2.90 in As Min = 1.82 in2 a= 2.90 in As PROVIDED = 3.16 In2 Mpr = 860 k ft = 3.16 in2 Mpr = 860 k ft Mn/Mu= 1.855 .,. ceMnlMu= 2.275 MuBOT = 336 k-ft a = 2.32 in As REQUIRED = 1.72 in' DMn =609 kft As Min = 2.30 in2 a= 2.90 in As PROVIDED = 3.16 in2 Mpr = 840 k ft Mn/Mu- 1.813 SHEAR MuBOT = 274 k-ft a = 2.32 in AS REQUIRED = 1.40 in' DMn = 609 k-ft As Min = 1.87 in2 a = 2.90 in As PROVIDED = 3.1.6 in 2 Mpr = 840 k ft Mn/Mu = 2.223 Left Bm Stirrup Fy. = 60 ksi Rt Bm Stir. Fy = 60 .ksi Clear Span to Left = 15.0 ft Clear Span to Right = 15.0 ft Bm Mpr Top @ Lt Adj Cot = 860 k-ft Bm Mpr Top © Rt Adj Cot = 860 k-ft Bm Mpr Bot © Lt Adj Cot = 840 k-ft Bm Mpr Bot @ Rt Adj Cot = 840 k-ft Ve= 113.4 k Ve= 113.4 k VUmax = 113.4 k Vumax 113.4 k vu/4= 0.143 ksi VU/ 0.143 ksi VC= 0.000 ksi vc= 0.000 ksi AV @ 12"oc = 0.687 in2/ft AV @ 12"oc = 0.687 in2/ft Smallest Long. Bar Size = # 8 Smallest Long. Bar Size = # 8 Stirrup. Size = #4 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Max. Stirrup Spacing = 6.0 in Use 6.0 in Use 6.0 in LeftBmAv@60 oc 034 in2 RtBmAv@60Thc= 034 in2 JOINT SHEAR IlEE CONDITION ALLOWABLE PVEQCOi.Above = 132 k I (Confined 4 sides) 20 4 1.265 ksi Cot Above h = 36 in 2(3 or 2 opp sides) 15 4 0 949 ksi Col Above b = 24 in 3 (All others) 12 4 0.759 ksi Joint Shear = 0 144 ksi < 15 Ifc Type (1,2 or 3): 2 119 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid A: LI LA End Column? Y COL: Grid 2 Cot If end column. enter L or R: L RIGHT FACE OF COL- UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f c = 4.0 ksi Acable = 0.153 lfl b = 24 in Fpt= 108 k h = 49 in #Cables = 4 d10 = 46 in dpt = 24.5 in dbOj = 46 in Ycg = 24.5 in S0 0.76 fl = 1.00 MDL = 16 k-ft MLL = 2 k-ft pM0(uIt) = 710 k-ft VOL = 9 k VLL = 2 k PVEQ(ult) = 86 k SECONDARY PTM= 0 k-ft PT Fult top = 137.6 k PTFultbot = 137.6 k MuTOP = 734 k-ft. a = 4.32 in As REQUIRED= 2.51 ifl .QMn = 937 k-ft As Mm = 3.34 in a = 4.98 in As PROVIDED= 358 jn2 Mpr = 1226 kIt (I)Mn/Mu = 1.277 MuBOT = 698 k-ft a = 4.32 in As REQUIRED = 2.32 in4 Mn = 937 k.ft As Min = 3.09 in a= .4.98 in As PROVIDED = 358 in, Mpr= 1226 kIt OW/Mu = 1.342 BEAM SHEAR Left Bm. Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr Top @ Rt Adj Cot = 1226 k-ft Bm Mpr Bot @ Rt Adj Cot = 1226 k-ft Ve = 163.5 k VUmax = 177.6 k vu/4= 0.215 ksi vc= 0.000 ksi .Av@12"oc= 1.030 in2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left Bm AV @ 6.0" 00 0.51 in2 JO/NT SHEAR TYPE CONDITION ALLOWABLE PVEQ Col Above = 65 k 1 (Confined 4 sides). 20 4 1.265 ksi pV0 C& Below = :91 k 2(3 or 2 opp. sides) 15 4 0.949 ksi h 01 = 36 in 3 (All others) 12 4 0.759 ksi b 01 = 24 in Type (1,2 or 3) 3 Joint Shear = 0.366 ksi < 12 'iPc MUM = 27 k-ft Max UD Above UT-Bm LC2: (0.9-0.2S05)D-pEQ Pu2A = 54 k Mu2A = 168 k-ft MU2bt = 3 k-ft Max Down Below UT-Bm Pula = 331 k MU1B = 386 k-ft Mu1b 185 k-ft Max Uo Below UT-Bm PU2B = 81 k Mu28 = 379 k-It MUM, = 21 k-ft Max Down Below Gray Bm PUIBbI = 480 k MulBb, 148 k-ft Mujbj= 185 k-ft Max Ui, Below Gray Bm LC1 : (1.2+0.2Scs)D+fl L+pEQ LC2: (0.9-0.2SD5)D-pEQ LCI.: (1 .2+0.2SDS)D+fiL+pEQ LC2: (09-0.2SDS)D-pEQ DT-.Beam: hBm Blax = 35 in tsab = 5 in Pu2Bbj= 25 k Mu213bj = 147 k-ft Mu2bj = 21 k-ft 120 I COLUMN ULTIMATE DESIGN MOMENTS AND OVERSTRENG•TH CHECKS Load Input Load combinations I 2nd Level?= YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm LCI: (1.2+02SDS)D+f1L+pEQ Col Clr Ht Above = 7.25 ft PU1A = 282 k Cal Clr Ht Below = 7.92 it MUIA= 175 k-ft POLAbove 144 k LL Above = 33 k 1 PEQ (ult) Above = 54 k MDL Above = 9 k-ft I MLL Above = 2 k-ft pM Q (ult) Above = 161 k-ft • PDL Below = 217 k I LL Below = 50 k • PPEQ (ult) Below = 137 k I MDL Below = 9 k-ft 1 MLL Below = 1 k-ft PMEQ (ult) Below = 373 k-ft Biaxial Column? = YES MDL, BIA)(©CL 452 k-ft I MLL, BIAX@CL 202 k-ft pT.eAX@cL 276 k-ft MTorson ult = 0 k-ft. I Minimum Flexural Strength of Columns: Mn cols 2 615*LMn beams (@ Centerline of Col Mn., from SPCol with 4) = 1.0: LCI: (1.2-F0.2S05) LC2: (0,9-0.2S s) MflLcjA= 1139 k-ft MnLCA = 973 k-ft MnLc1B = 927 1k-ft MflLC2B = 991 k-ft Sum 2066 Sum 1964 Clockwise Beam Moments: Mn Cols ©CL = 3135 k-ft 615*EMn Bms @ CL = 1499 k-ft 2.09 > 1.6 Counterclockwise Beam Moments: EMn Cols @CL = 3135 k-ft 6/5*MnBms@CL= 1499 k-ft 2.09 >1.0 Design of Column at Grade Beam: PMRAM EQ (ult) at Base = 344 k-ft Code Level Design: (Phi= Std code values) LC1: (1.2+0.2Sos) LC2: (0.9-0.2S05) PU,Lcj = 480 k PU,LC2 = 25 k MU,LCI = 355 k-ft MU,LC2 = 349 kft LC3: (Ag*fj20) PUILC3 = 173 k .Mu,LC3 = 351 k-ft Overstrength Design, Mn: (Phi = 1.0) Mfl/MRAM GM. 1.47 Mn> 515 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) MPR/MRAM GM. MM = 1.73 MPR>. 594 k-It. R's & Ve SHEAR REINFORCEMENT b 01 = 24 in h 01 = 36 in d501 = 33.0 in (out to out of ties) bGX.dl. = 21.0 in bcy.dlr = 33.0 in Col CIr Ht Below = 7.92 ft f ', 4.0 ksi VDL = 3 k VLL = 0 k PVEQ = 91 k LCI: (1.2+0.2S05)D+fl L+pEQ VU, LCII = 95 k Ve, Design = .271 k vu/4= 0.456 ksi v5 = 0.162 ksi = 11.41 1n2/ft 60 :ksi hxmax = 9.0 in #of Col Verts= 12 Smallest Col. Vert = #8 # Crossties V-Dir = 1 # Crossties X-Dir = 3 Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in LC2:: (0.90.2S05)D-pEQ Vu, LC2 = .93 k Ve, Design = 225 k vu/4= 0.378 ksi V, = 0.000 ksi A 1.81 in'./ft LC3: (A9*f/20) VU, LC3 = 94 k Ve, Design = 242 k vu14= 0.408 ksi = 0.000 ksi = 1.96 in2/ft irs 121 Col MP from SPCol with h= tO & 1.25*Fy: DESIGN MOMENTW - LC1: (1.2+0.2S05) LC2: .(0.9-0.2S05) (USED IN DESIGN OF COL ABOVE) MpRLclA.- 1290 k-ft MPR,LC2A 1157 k-ft MpR,LclB = 1012 k-ft MPR,LC2B = 1173 k-ft Column Design Moment 'A! Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR, bmscw = 278 k-ft MPR, 278 k-ft MPR, bms-ccw = 278 k-ft MPR, ccw = 1278 k-ft DESIGN MOMENT '8' Column Desian Moment 'B Below Beam: (Design Mpr) DESIGN MOMENT 'C" MpRbms. = 644 k-ft MPR, 644 k4t (INPUT DESIGN MOMENT' FROM MPR, bms•ccw = 644 kft MPR, = 644 k-ft DESGIN OF JOINT (') EVE BELOW or COI Mpr Q BASE WHERE OCCURS) COIJBM JOINT LVI BEING DESIGNED COL BEING DESIGNED Column Design Moment C Above Beam Level Below:. 'INPUT COLUMN Mpr STRENGTH @ BASE) Cal Mpr, LCI: (1.2+0.2SDS): Col Mpr,. LC2: (0.9-0.2SDS): Cal Mpr, LC3: (Ag"f'c/20): (Design Mpr) MPR 1503 k-ft MPR 1135 k-ft .MPR = 1274 k-ft Ash @ 5.5" oc = 0.69 in' Ash @ 5.5" oc = 0.69 in' I I AV @ 5.5" oc = 0.65 ifl AV @5.5" oc = 0.83 in' AVreq'd @ 5.5" oc = 0.90 ifl4 Av OV,d d, Ydir = 0.93 in' Ash req'd Perp @ 5.5" oc = 1,09 in X-dir = 1.55 in' Ash@ 5.5" oc = 0.69 in' AV @ 5.5" oc = 0.90 in1 Tie Length = 22.00 ft Tie Weight 50.1 lb/ft I STRUCTUREPOINT - spCoiumn v.5.. 11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 G:\IJOBS\ViaSat PS\ENGINEERING.\Design\Frames\Grid A_2-6 Frame\Cois\End Coi\L2 Lvi .coi General Information: File Name: G:\1JOBS\ViaSat 'PS\ENGINEERING\Design\.Frames\Grid A2-6 FraTne\Cols\End Coi\L2 Lvi,col ( Project: Grid A Frame. . Column: End Col Engineer: CJ Code: ACI 318-11 'Units: English Run Option: Investigation Slenderness Not considered R Run Axis: X-axis Column Type: Structural Material Properties: Concrete: Standard Steel: Standard 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi ft = 3.4 ksi Eps_yt, = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 .j Gross section area, Ag. = 864 in2 Ix = 93312 in4 Iy = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 01n Reinforcement: Bar Set: 'ASTH A615 Size Piam (in) Area (ifl2) Size Diam (in) Area (in2) Size Diarn (in) Area (in2) 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 # 8 1.00 0.79 It '9 1.13 1.00 II 10 1.27 1.27 4 11 1.41. 1.56 4 14 1.6.9 2.25 4 18, 2.26 4.00 .. Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. ( 'ph'i(a) = 0.8, 'phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 12.00 in2 at rho '= 1.39% Minimum clear spacing = 531 in Area in2 X (in) Y (in) Area in2 X (in) •Y (in) Area in2 X (in) Y (in) 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 I 1.00 -9.4' -15.4 1.00 0.0 -15.4 1.00 '9.4 -15.4 1.00 -9.4 9.0 .1.00 -9.4 0.0 1.00 -9.4 -9.0 .1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding ------------------------------ Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft -'ft in in 1 ' 480.00 355.00 1258.47 3.545 10.88 344 0.00622 0.900 2 25.00 .349.00 85.55 51 2.4 5.84 33.44 0.01416 0.900 3 173.00 351.00 1001.03 2.852 7.19 33.44 0.01096 0.900 End of output *** 'C Page 2 09/17 1a0) 19 PM P (ki I 0 0 0 I 0 0 0 I - 24 x 36 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09117 Time: 16:19:38 -1800:-1400:-10W 00 -200 (Pmin) -, j_•___•,______J -1000 200 69Y/'1000 1400 1800 Mx (k-ft) ---------------------- /------- (Pmtn) Ik0 [.] 10 4-x on I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 F848-1 FB64 I File: G:\1 JOBS\ViaSat PS\ENGI N EERING\Design\Frames\Grid A 2-6 Frame\Cols\End Col\L2 Lvl.col Project: Grid A Frame Column: End Col Engineer: CJ fc=4ksi fy 60 ksi Ag=864inA2 12#9bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 in"2 rho = 1.39% Ic = 3.4 ksi ej't = 0.00206897 in/in Xo = 0.00 in lx = 93312 in"4 eu = 0.003 in/in Yo =0.0O in ly = 41472 in'4 Betal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I STRUCTOREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1F848.-1F964 0: \1JOBS\ViaSat Ps\ ENGINEERING \Design\Frames\Grid A-2-6 Frame.\Co.ls\End Coi\Ll Lvl.col Page z 0 /09/17 t 4.8 PM General Information: File Name: :\lJOBS\ViaSat PS A_2-6 Frame\Co1s\En Col.\Ll Lvl.col G I f Project: Grid A Frame. \ Column: End Col Engineer: CJ Code: ACI 318-I1 Units: English Slenderness: Not considered Column Type: Structural ' Run Option: Investigation Run Axis: Biaxial Matetial Properties: Concrete: Standard f'c = 4 ksi I Ec = 3605 ksi fc = 3.4 ksi Epsu = 0.003 in/in I Betal = 0.85 Section: Rectangular: Width = 2.4 in Gross section area, Ag = 864 in2 Ix = 93312 in"4 rx = 10.3923 in Xo = Cm. Reinforcement: Steel.: Standard fy =60ksi Es = 29000 ksi Eps_yt = 0.0020.6897 in/in Depth = 36 in ly = 41472 in4 ry = 6.9282. in Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in.2) Size Diam (in) Area (in'2,) # 3. 038 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 075 044 # 7 088 060 # 8 100 079 4 9 1.1.3 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 I....Confinement: Tied; #4 ties with #10 bars .#4 with larger bars. ( obi(a) = 0.8, phi(b) = 0.9, phi(c) 0.65 Pattern: Irregular Total steel area: As = 12.00 in2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in"2 X (in) Y (in) Area in2 )( (in.) Y (in) Area in2 X (in) Y (in) .1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15,4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding capacities.: PhiMny PhiMn/Mu NA depth Dt depth epst Phi k-ft in in 161.94 5.998 12.44 38.31 0.00626 0.900 15.74 5.246 6.46 33.94 0.01293 0.900 407.71 2.157 15.76 38.59. 0.00435 0.844 52.30 2.377 7.60 .35.15 0.01113 0.900 640.15 3.387 14.49 32.05 0.00364 0.784 124.34 5.652 8.80 37.26 0.00980 0.900 Pu Mux Muy PhiMnx No. kip k-ft k-ft k-ft l282.00 175.00 27.00 1049.62 2 54.00 168.00 3.00 881.33 3 331.00 386.00 189.00 832.68 4 81.00 379.00 22.00 901.00 .148.00 189.00 501.28 6 477.00 28.00 147.00 22.00 830.85 End of .output *** P(kip) 125 lOT / \ / \ I ) t ------ - -/--,-:--------------I )' / / -1800 -1400. -1O00600 -200 200 60C 1000 1400 1800 M (30) (k-ft) (Pmin) (Pmin) LJ00---------------------------------------------------------- I 11° 0 0 0 0 0 0 0 0 I = 24x361n Code: ACI 318-11 Units: English Run axis: Biaxial Run option: Investigation lend erness: Not considered Column type Structural Bars: ASTM A61 5 Date: 01/09/17 Time: 16:18:55 I STRUCTUREPOINT - spColurnn v5.11 (TM). Licensed to Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 F864 I File: G:\IJOBS\ViaSat PS\ENG lNEERlNG\Design\Frames\Grid A2-6 Frame\Cols\End Col\LI LvLcol Project: Grid A Frame Column: End Col Engineer: CJ fc=4 ksi. fy 60 ksi Ag=864inA2 12#9 bars Ec = 3605 ksi Es = 29000 ksi As 12.00 inA2 rho = 1.39% fc = 3.4 ksi e_yt = 0.00206897 in/in Xo = 0.00 in lx 93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal 0.85 Mm clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) 0.65 MDL = 27 k-ft MLL= 4 k-ft pM 0(uIt) = 519 k-ft VDL = 10 .k VU- = :2 k PVEQ (ult) = 70 k SECONDARY PTM = 0 k-ft PTFuIttop = 1376 k PTFuItbot = 137.6 k a= 4.32 in MuTOP = 560 k-ft a = 4.32 in Mn = 937 k-ft As REQUIRED 1.60 in' DMn = 937 k-ft a 4.98 in As Min 2.35 in2 a = 4.98 in Mpr = 1226 kft AS PRO VIDED= 358 in2 Mpr = 1226 kft cMn/Mu= 1.500 . . (I)Mn/Mu = 1.675 MDL = 27 k-ft MLL = 4 k-ft PMEQ (ult) = 584 k-ft VDL= 10 k VLL= 2 k PVEo (ult) = 88 k SECONDARY PTM= 0 k-ft PTFutt top = 137.6 k PT Futt bot = 137.6 k MuTOP = 625 k-ft As REQUIRED = 1.94 in' AS Mm 2.58 in2 As PROVIDED = 3.58 in2 MuBOT = 564 k-ft As REQUIRED = 1.62 in' As Min = 2.25 in2 As PROVIDED = .3 .58 in2 BEAM SHEAR Left Bm Stirrup Fy= 60 ksi Span to Left = 15.0 ft I Clear Bm Mpr Top @ Lt Adj Cot = 1226 k-ft Bm Mpr Bot @ Lt Adj Cot = 1226 k-ft Ve = 163.5 k I VUma, = 179.0 k I vulil= 0.216 ksi vc= 0.000 ksi AV @ 12"oc = 1.038 1n2/ft I Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in I Left Bm AV @ 6.0" cc = 0.62 in2 JOINT SHEAR a = 4.32 in MuBQT= 499 k-ft a= 4.32 in Mn =937 k-ft As REQUIRED = 1.29 in' DMn = 937 k-ft a = 4.98 in As Mm = 2.35 in2 a = 4:98 in Mpr= 1226 kft ASPROVIDED= 358 2 Mpr = 1226 kft MñJMu= 1.662 I'Mn/Mu = 1.878 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 150 ft Bm Mpr Top @ Rt Adj Cot = 1226 k-ft Bm Mpr Bot © Rt Adj Cot = 1226 k-ft Ve= 163.5 k VUma 179.0 k vu/4= 0.216 ksi vc= 0.000 ksi AV @ 12"oc = 1.038 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6:0 in Use 6.0 in RtBmAv56.O"oc= 0.52 in2 126 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 Conc Wt: NW End Column? N RIGHT FACE OF COL: PT-Beam: (Unbonded) UT-Frame Bm: PT-Beam: (Unbonded) PT fpu = 270 ksi Fy = 60 ksi PT fpu = 270 ksi ACable = 0.153 In' f 'C = 4.0 ksi Acabie = 0.153 fl' Fpt = 108 k b = 240 in Fpt = 108 k #Cabies = 4 h = 49.0 in #Cabiès = 4 dpt = :245 in d10 = 46:0 in d 1 24.5 In Ycg 24.5 in dbO .46.0 in Ycg 24.5 In JOB: Via Sat FRAME/LEVEL: Grid A: Li Lvi COL: Grid 3-5 Cots LEFT FACE OF COL: UT-Frame Bm: Fy= 60 ksi f c = 4.0 ksi b= 24 in h= 49 in d0 46 in dbQt = 46 in SDS- 0.76 fl = 1.00 TYPE CONDITION ALLOWABLE (Confined 4 sides) 20I 1.265 ksi 2 (3 or 2opp. sides) 15 I 0.949 ksi 3.(AII others) 12 4 0.759 ksi Type (1,2 or 3): 2 PVEQ Cot Above = 104 k PVEo Cal Below = 132 k h 01 = 36 in b 01= 24 in Joint Shear = O 608 ksi < 15 'IfC Max Down Above UT-Bm LCI: (1.2+0.2S0s)D+f1L+pEQ PUIA = 276 k MUIA = 302 k-ft MulbI = 27 k-ft Max Up Above UT-Bm LC2: (0.9-0.2SD5)D-pEQ Pu= 113 k Mu2A = 302 k-ft Mu2bl = 3 k-ft Max Down Below UT-Bm (1.2+0.2S05)D+f1L+pEQ PuIB = 326 k Mu18 = 564 k-ft MUIbI = 185 k-ft Max Up Below UT-Bm (09-0.2S05)D-pEQ Pu2a = 140 k .Mu2B = 564 k-ft Mu2bI = 21 k-ft Max Down Below Gray Bm LC1: '(1.2+02SDS)D+f1L+pEQ PUlBb,= 412 k Mulabl 234 k-ft MulbI= 185 k-ft Max Up Below Gray Bm LC2:. .(0.9-0.2SDS)D-pEQ Pu2Bbl = 172 k Mu2BbI = 234 k-ft Mu2bI = 21 k-ft I %#L.JIVIfY %IL. I lIVEn I L. L#L...'JIt.JIV Load Input IVfl,#JIfL_ 2nd Level? = YES I Roof Level? = NO COI Clr Ht Above = 7.25 ft I Col Clr Ht Below = 7.92 ft PDL Above 168 k U. Above = 36 k I pPEQ(ult)Above 13 k MDL Above = 0 k-ft I MLLAbOVe 0 k-ft I pMEQ (ult) Above = 302 k-ft - DL Below = 253 k I PLL Below = 53 k pPEQ (ult) Below = 17 k I MDL Below = 0 k-ft • MLL Below = 0 k-ft PMEQ (ult) Below = 564 k-ft ' Biaxial Column? = YES MDL. BIAX © CL= 452 k-ft • MLL 13IAX@C1 202 k-ft I MPT BIAX@CL= 276 k-ft MTorslon ult = 0 k-ft DI- Beam: hBm Biax = 35 in talab 5 in Load combinations Ultimate Loads: 127 IMinimum Flexural Strength of Columns: Mn cols? 6I51Mn beams (@ Centerline of Joint) Col M from SPCol with cb = 1.0: LC1: (1.2+O.2S05) L02: (09-0.2S05) MnLC1A = 1247 k-ft. MnLC2A = 1115 k-ft MnLCIB= 1111 k-ft MnLC2B = 1134 k-ft Sum 2358 Sum 2.249 Clockwise Beam Moments:. EMn Cols @ CL = 3500 k-ft 6/5*EMn Bms @ CL = 2998 k-ft Counterclockwise Beam Moments: Mn Cols @CL= 3500 k-ft 6I5*Mn Bms @ CL = 2998 k-ft Design of Column at Grade Beam: PM RAM EQ (ult) at Base 483 k-ft :Code Level Design: (Phi =Std code values) LC1: (1.2+0.2SDS) LC2: (0.9-0.2SDS) Pu,LC1 = 412 k PU,LC2 = 172 k MU,Lcl = .483 k-ft MU,LC2 = 483 k-ft LC3: (A9*Ij20) PU,LC3 216 k Mu,LC3 = 483 k-ft Overstrength Design, Mn: (Phi = 1.0) Mfl/MRAM BM, MAX = 1.89 Mn> 911 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) IlVlpR/2:MRAm MAX 1= 222 MPR>• 1073 kft 117 >10 OK 117 >10 OK "Rs & Ve SHEAR REINFORCEMENT 1 ES b 01 = 24 in h 01 = 36 in d 01 = 33.0 in (out to out of ties) bcx.dlr = 21.0 in b y•dir = 33.0 in Cal CIr Ht Below = 7.92 ft '= 5.0 ksi VDL = 0 k VLL = 0 k PVEQ (oIl) = 132 k F,t = 60 ksi h0, mal = 9.0 in #of Col Verts= 12 Smallest Cot. Vert= #8 # Crosslies Y-Dir = I r# Crossties X-Dir = 3 Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 4.0 in Av req'd @4.0" oc = 0,90 in' AVpro ided V dr 0.93 in Ash req'd Perp @4.0" oc = 0.99 in' X-dlr 1,55 in2 F Tie Length = 22.00 ft Tie Weight = 68.8 lb/ft Cot Mpg., from SPCol with 1.0 & 1.25*Fy: DESIGN MOMENT W LC1: (1.2+02Ss) LC2: (0.9-02SDS) (USED IN DESIGN OF COL ABOVE) 1 ... MPR,LCIA 1419 k-It MPR,LC2A = 1315 k-ft 1 I MPRLCIB = 1220 k4t MPRLC2B = 1329 k.-..ft Column Design Moment 'A'Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT 'C"JN DESIGN OF COL ABOVE) (Design Mpr) MpR bmscw = 659 k-ft MPR OW = 659 k-ft MPR bmsccw = 659 k4t MPR GW = 659 kft DESIGN MOMENT Column Design Moment B Below Beam: (Design Mpr) . DESIGN MOMENT 'C MPR bms-cw = 1231 k-ft MpR ew = 1231 k-ft (INPUT DESIGN MOMENT W FROM MPR bms ccw = 1231 k ft MPR ccw 1231 k ft DESGIF4 OF JOINT 4.) IVi. BELOW or COL Mpr ) WSE \\114ER1 OCCURS) 128 COL/BM JOINT 1) IVI BEING DESIGNED COI BEING DESIGNED Column Design Moment C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) Col Mpr, LCI: (1.2+0.2SDS): Cot Mpr, LC2: (0.9-0.2SDS): Cot Mpr. LC3: (Ag'f'c/20): (Design Mpr) MPR = 1565 k-ft MPR= 1373 k-ft MPR = 1.414 k-ft LC1: (1 .2+0.2S05)D+fl L+pEQ Vu, ICI = 132 k Ve, DesIgn= 353 k vu14= 0.594 ksi = 0175 ksi A0 = 2.01 1n2/ft Ash @4.0" oc 0.63 in' Av @4.0" oc = 0.67 ifl' LC2: (0.9-0.2S s)D-pEQ VU, LC2 = 132 k Ve,005 329 k vu/4= 0.554 ksi v = 0.000 ksi = 2.66 in2/ft Ash @4.0" oc = 0.63 in' ,Av @4.0" or- = 0.89 in' LC3: (Ag*f cI20) VU, LC3 = 132 k Ve, DesIgn = 334 k vu/4= 0.562 ksi ve = 0.000 ksi A 2.70 in2/ft Ash @4.0" oc = 0.63 in2 Av @4.0" oc = 0.90 in4 'STRUCTUREPOINT - spcoLumn v.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-lFB48-1F964 G:\lJOBSWiaSat Ps\ENGINEERING\ Design \Frames\Grid A2-6 Frame\Cöls\Int Col\J.2 Lvi .col General Information: File Name: G:\lJOBS\ViaSat PS\E1GINEERING\Design\ Frames \Grid• A2-6 Frame\Cois\lnt Col\.2 Lvl.col f Project: Gtid A Frame I Column: mt Col Engineer: CJ Cade: ACI 318-I1 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: Concrete: Standard Steel: Standard :f'c = 4 ksi fy = 60 ksi Ec •= 3605 ksi Es 29000 ksi fc = 3.4 ksi Eps_yt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in4 ly = 41472 iri"4 rx = 10.3923 in ry = 6.9282 in Xo = 0 i Yo= Din Reinforcement: Bar Set: ASTM A615 Size Diem (in) Area (in"2) Size Diam (in) Area (in"2) Size Diarn (in) Area (i:n2) 41 .3 0.38 011 1 4 0.50 0.20 41 5 0.63 0.31 41 6 0.75 0.44 41 7 0.88 0.60 41 8 1.00 079 41 9' 1.13 LOD 41 10 1.27 1.27 41 11 1.41 1.56 41 14 1.69 •2.25 41 18 2.26 4.00 Confinement: Tied; :414 ties with #10 bars, 414 with larger bars. t hi(a) = 0.8, phi(b) = 0. 9, phi (c) = 0.65 Pattern: Irregular Total steel area: As = 13.08 in2 at rho = 1.51% Minimum clear spacing = 5.24 in Area in2 X ('in) Y (in) Area .in2' X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.4 154 1.00 .0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.bo 0.0' -15.4 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 :1.00 .9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth 'epst Phi NO. ki'p: k-ft k-ft. in in l 412.00 483.00 1285.05 2.661 9.99 33.4.4 0.00704 0.900 2 172.0.0 483.00 1073.93 2.223 7.21 33.44 0.01091 0.900 3 216.00 483.00 1116.05 2.311 7.65 33.44 0.01012 0.900 k End of output rctjt . 01/09/17 1292 PM I P(kip) 130 4000 0 / \ O 0 -------" / 'I y / 4—X -/---------------3000--- 0 fs=o:/, fs=0 NI --L, ------------------------ - - -:".(pmax) I1II1(Pmax), 0 / 1 fs=0.5f' ft=05fy 0 0 /• 24 x 36 in fs0.5f \fs0.5fy Code: AC1318-11 1000 / --A-------- Units: English Run axis About X-axis ----- ------ Run option: Investigation lenderness Not considered Column type: Structural -1800 -1400 -10Ô\00 -200 200 609/1000 1400 18,00 Bars ASTM A615 Mx (K-fl) --------------------------------- Date: 01/09/17 , '•N (Pmin) '-- (Pmin) Time: 16:12:43 ----------------------------------------------------------1000---------------------------------------------------------- I STRUCTUREPOINT spColumn v5.11 (TM). Licensed to: Gulp & Tanner. License ID: 66433-1 056042-4-1 FB48-1 FB64 I File: G:\IJOBSWiaSat PS\ENG INEERING\Design\Frames\Grid A_2-6 Frame\Cols\lnt Col\L2 Lvl.col Project: Grid A Frame Column: Int Col Engineer: CJ fc 4 ksi fy = 60 ksi Ag = 864 in A2 12 bars Ec = 3605 ksi Es = 29000 ksi 1 As = 13.08 in'2 rho = 1.51% fc =3.4 ksi eyt = 0.00206897 in/in Xo = 0.00 in ix = 93312 inA4 e_u = 0.003 in/in Yb 0.00 in ly = 41472 inA4 Betal = 0.85 Mm clear spacing 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I STRUCTUREPOINT - spColumn v5.11 (TM) rage Z Licensed toi Culp & Tanner. License ID 66433-1056042-4--lFB48--1F864 01/09/17 G:\1JOBS\ViaSat PS\ENGINEERING\Design\ Frames \Grid A2-6 Frame\Cols.\Int Col\L1 Lvl.col 13111 PM General Information: File lame: G:\1JQBS\ViaSat PS\ENGINE.ERING\Deslgn\Frames\Grld A2-6 Fraxue\Cols\Int Col\Ll Lvl.col ( Project: Grid A Frame I Column: mt Col Engineer: £3 Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not conslide.red. Run Axis: Biaxial Column Type: Structural Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy = 60 ksi .Ec = 3605 ksi Es = 29000 ksi fc= 3.4 ksi Epsyt 0.00206897 in/in Epsu = 0.003 in/in Beta? = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in ' Gross section area, Ag = 864 in2 Ix = 93312 in4 my = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= Din Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area: (in'2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) #3 038 Oil #4 050 020 #5 063 031 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 4 10 1,7 1.27 it 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 I....Confinement: Tied; 1(4 ties with #10 bars, 114 with larger bars. ( phi = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area As = 13 08 in'2 at rho = 1.61% Minimum clear spacing = 5.24 in Area in"2X (in) '1 (in) Area in2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 '9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9..4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: - Pu Mux Muy PhiMnx PhiMny PhiWn/Mu NA depth Dt depth eps_t Phi No. kip k-ft k-ft k-ft k-ft in in I l 276.00 302.00 27.00 1145.62 102.42 3.793 11.12 36.87 0.00696 0.900 2 113.00 302.00 3.00 1014.39 10.08 3.359 6.90 33.75 0.01176 0.900 3 326.00 564.00 189;00 1007.23 337.53 1.786 15.56 39.50 0.00463 0 868 4 140.00 564.00. 22.00 1035.04 40.37 1, 835 7.92 34.73 0.01038 0.900 412.00 234.00 189 00 68661 554.57 2,934 1582 35.32 0.00370 0.789 I 5 6 172.00 234.00 .22.00 1054.37 99.13 4.506 9.78 36.67 0.00825 0.900 *** End I of output *** 0 0 0 Y 0 0 0 0 24 x 36 in -1 (Prnin)I 3[sIsI Code: ACl 318-11 Units: English Run axis: Biaxial Run option: Investigation tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 16:12:07 2Z:600'loOO 1400 1800 M (2°) (k-ft) ------------- /v ----------------------------------- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 File: G:\1 J0BS\ViaSa PS\ENGINEERI NG\Design\Frames\Grid A_2-6 Frame\Cols\lnt Col\LI Lvi .col Project: Grid A Frame Column: mt Col Engineer: CJ ft = 4 ksi fy = 60 ksi Ag 864 in1'2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 13.08 inA2 rho = 1.51% fc =3.4 ksi eyt = 0.00206897 in/in Xo = 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 3etal 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) 0.65 133 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat ConcWt: NW FRAME/LEVEL: Grid A: LI LvI End Column? Y COL: Grid 6 Col If end column, enter L or R: L RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f c = 4.0 ksi AC3bI = 0153 in b= 24 in Fpt = 108 k h = 49 in #Cables = 4 dtop = 46 in d 1 = 24.5 in dbot = 46 in yCq = 24.5 in S0 0.76 fl = 1.00 MDL = 16 k-ft MLL = 2 k-ft pMEQ (ült) = 732 k-ft VDL 9 k VLL 2 k. PVEQ (ult) 88 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP = 756 k-ft a= 4.32 in As REQUIRED = 2.62 in4 cDMn =937 k-ft As Min = 3.50 in a= 4.98 in As PROVIDED = 358 in2 Mpr = 1226 kft DMn/Mu = 1.240 MuBOT = As REQUIRED = As Min = As PROVIDED = 720 2.44 3.25 358 k-ft in in ;1 r2 a = Mn = a = Mpr Mn/Mu 4.32 in 937 k-ft 4.98 in 1226 k ft 1.301 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr Top © RtAdj Cal = 1226 k-ft Bm Mpr Bot @ Rt Adj Cal = 1226 k-ft Ve = 163.5 k VUmax = 177.6 k vu/ 0.215 ksi vc= 0.000 ks AV @ 12'oc = 1.030 :in2/ft Smallest Long. Bar Site = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in LeftBmAv@60 0c 051 in2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEQCOI Above 69 k 1 (Confined 4 sides) 204 1.265 ksi PVEQ Cot Below = 92 k 2(30r2opp.sides) 154 0.949 ksi h 1 = 36 in 3 (All others) 12 4 0.759 ksi b401 = 24 in Type (1,2 or 3) 3 Joint Shear=.. 0 393 ksi < 12 4fc 134 Load Input Load combinations 2nd Level? = YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm (1.2+0.2SDs)D+I1L+pEQ Cot Cir Ht Above = 7.25 ft PUIA = 167 k Cot CIr Ht Below = 7.92 ft MuIA = 188 k-ft Mulbl = 27 k-ft P01 Above = 76 k Max Up Above UT-Bm (0.9-0.2S03)D-pEQ PLL Above = 18 k PU2A = 11 k PPEQ(ult) Above = 46 k MU2A = 181 k-ft MU2bI = 3 k-ft MDL Above . 9 k-ft MLL Above = 2 k-ft Max Down Below UT-Bm (1.2+0.2S05)D+fl L+pEQ PMEQ(ult) Above = 174 k-ft PUIB = 216 k Mu1B = 391 k-ft POL Below = 153 k Mum, = 185 k-ft P11 Below = 36 k Max Up Below UT-Bm (0.9-0.2S)D-pEQ PPEO (ult) Below = 129 k PU2B = 38 k MUM = 384 k-ft MDL Below = .9 k-ft Mu2bj = 21 k-ft M11 Below = 1 k-ft pM Q (ult) Below = 378 k-ft Max Down Below Gray Bm (1.2+0.2SDS)D+I1L+pEQ PulEbi = 372. k Biaxial. Column? = YES DT-Beam' Mujebi = 151 k-ft MDL BIAX@CL= 452 kft hEm 81ax = 35 in Mulbi = 185 k-ft MLL BIAX@CL= 202 kft tslab = 5 in Max Up Below Gray Bm (0.9-02SDS)D-pEQ M PT, BI@CL 276 k-ft PU25bI = -15 k MTOrSIOIi ult = 0 k-ft MU2Bbt = 149 k4t. Mu2bt = 21 k-ft Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mh cots 2: 6I5*Mn beams (@ Centerline of Joint) Cot from SPCol with 4 = 1.0: LCI: (1.2+0.2S05) LC2: (0.9-0.2S0) MflLC1A = 1049 k-It M0LC2A 931 k-ft = 876 k-ft MnLC28 = 949 k-ft Sum 1925 Sum 1880 Clockwise Beam Moments: Mn Cots @ CL = 3000 k-ft 615*11VInBms@CL = 1499 k-ft 2.00 >1.0.0K,. CounterclockWise Beam Moments: Mn Cots @ CL = 3000 k-ft 6/5*1VIn Bms @ CL = 1499 k ft 2.60.> 1.0 OK pM EQ (utt) at Base 350 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2S05) LC2: (0.9-0.2SD5) .Pu,LC1 = 372 k PU,LC2 45 k Mu,LCI = 361 k-ft Mu,LC2 = 355 k-ft LC3: (Ag*fd20) PU,LC3 = 173 k Mu Lc3 = 358 k-ft Overstrength Design, Mn: (Phi = 1.0) BM. MAX = 1.42 Mn> 508 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) WpRIXIVIRAm EM, mAx = 167 MPR> 586 k-ft LC3: (Ag*f/20) VU, LC3 = 95 k Ve, Design = 241 k vu/4= 0.405 ksi v = 0.000 ksi A = 1.94 in2/ft Ash @5.5" oc = 0.69 in' Av 05.5" oc = 089 in' Tie Length = 22.00 ft Tie Weight = 50.1 lb/ft: I COLUMN BELOW SHEAR DESIGN 135 Cal from SPCoI with 4) = 1.0 & 1.25*Fy: LCI: (1.2+0.2S05) LC2 (0.90.2S05) MPRLCIA = 1209 k-ft MpRLc2A= 1115 k-ft MPRLCIB.= 971 k-ft MPR.LC2B = 1132 -k-ft Column Design Moment A' Above Beam: (NOT USED IN THIS DESIGN, INPUTAS DESIGN MOMENT C' IN DESIGN OF COL ABOVE) (Design Mpr) MPR, bms.cw.= 291 k4t 291 k-ft MPR bms-ecw = 291 k4t MpR ccw = 291 kft DESIGN MOMENT W - (USED IN DESIGN OF COL ABOVE) DESIGN MOMENT Column Desian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C' - MPR bms•cw 631 k-ft MPR,,,, = 631 k-ft (INPUT DESIGN MOMENT 'Ps' FROM MpRbms.ccw 631 k-ft MPRCCW = 631 k-ft DESGIN OF JOINT Q IVL BELOW or COI Mpr ( BASE WHERE OCCURS) COIJEM JOINT @ LVL BEING DESIGNED COL BEING DESIGNED Column Design Moment 'C' Above Beam Level BelOw: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Col Mpr, LCI: (1.2+0.2SDS): MPR = 1441 k-ft Col Mpr, LC2: (0.9-0.2SDS): Mp, = :1093 k-ft Cal Mpr, LC3: (Agi'c120): MPR = 1274 k-ft ''s & Ve SHEAR REINFORCEMENT b 01 = 24 in Fyt = 60 ksi = 36 in h. max = 9.0 in d 01 = 330 in # of Cal Veils = 12 (out to out of ties) bcx.dlr = 21.0 in Smallest Cal. Vert = #8 bc. y.dir = 33.0 in # Crossties Y-Dir = I Cal Clr Ht Below = 7.92 ft # CrosstiesX-Dir = 3 f 'c = 4.0 ksi Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in VDL = 3 k VLL = 0 k PVEQ (ult) = 92 k LCI: (1.2+0.2S05)D+f1L+pEQ LC2: (0.9-0.2505)D-pEQ Vu, LCI = 96 k Vu, LC2 = 94 k Ve, Design = 262 k Ve, Design = 218 k vul$= 0.441 .ksi vu/4- 0.367 ksi vc = 0.154 ksi vc = 0.000 ksi Av = 1.38 in2lft Ae = 1.76 1n2/ft Ash @ 5.5" oc = 0.69 in' Ash @ 5.5" oc = 0.69 in' Av @ 5.5" oc = 0.63 in' Av @ 5.5" oc = 0.81 in' Av req'd 5.5" oc 0.89 in' AVprovicct Y-d, = 0.93 in Ash reqd Perp 0 5.5" oc = 1.09 In' AShpro ided x.dIr = 1.55 in l STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: .66433-1056042-4-1FB4,8-1F864 G:\1iOBS\ViaSat PS\ENGINEERING\Design\ Frames \Grid A-2-6 Frame\Cols\End .. .\Grid 6 Col - L2 Lvl.col General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\ Design \Frames\Grid A_2-6 Frame\ ... \Grid 6 Col - L2 Lvl..col I .Project: Grid A. Frame \ Column: End Col Engineer: CJ Code: MI 318-11 Units.: English Run Option: Investigation Slenderness: Not considered I Run Axis: X-axis Column Type: Structural Material Properties: ------------------- Concrete: Standard Steel: Standard I f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = .29000 ksi ft = 3.4 ksi Eps_yt = 0.00206897 in/in Epsu = 0.003 in/in Bet-al = 0.85 Section:. Rectangular: Width = 24 in Depth = 36 in. I Gross section area, Ag = 864 in'2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.19282 in Xo= 0 i Yo= Din I Reinforcement: Bar Set: ASTM A615 Size Diem (in) Area (i.n2) Size Diamn (in) Area (in2) Size Diam (in) Area (in2) I 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 0.31 .4 6 0.75 0.44 #--7 0.68 0.60 #--8 .1.00 0.79 .4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 ' 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied.; #4 ties with #10 bars, #4 with larger bars. ( ?-() = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 12.00 in2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in"2 X (in) I (in) Area in"2 X (in) I (in) Area in2 X (in) I (in) I 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00. 94 -15.4. .1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 _94 9.0 1.00 -9.4 .o.o 1.00 9.4 -9.0 1.00 9.4 9,0 1.00 9.4 0.0 1.00 9.4 -9.0 I Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps.t Phi I No. kip k-ft k-ft in in 1 372.00 3.61.00 1178.86 3.266 9.45 3344 0.00762 0.900 2 -15.00 355.00 815.40 2.297 5.52 33.44 0.01.516 0.900 3 173.00 3518.00 1001.03 2.796 7.19 33.44 0.01096 0.900 *** End of output *.** F'age 01/09/17 136s PM 0 0 0 I • .0 0 I 24 x 36 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation .lenderness:. Not considered Column type: Structural Bars: ASTM A615 Date; 01/09/17 Time: 16:15:43 - _________________________________________________ _I------------a-----------------.J ---------1: / / ,f / / --3000 ooc fs=0/7 1 • / I.-------------'.-•--------/------- i' JS=0.5fV looc \., _$\---------.4 -------------1-----,--- \• -180 ---- LI000 137 1 \__•-------------------------•- ----- (Pmax) / ST 200 6001000 1400 180( Mx (k-ft) j(Pmin) I I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 I File: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid A_2-6 Frame\Cols\End Col\Grid 6 Col - L2 LvI.col Project: Grid A Frame. Column: End Col Engineer: CJ fc=4ksi fy 60 ksi Ag=864inA2 12#9bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 in A2 rho = 1.39% fc = 3.4 ksi e.yt = 0.00206897 in/in Xo = 0.00 in Ix = 93312 inA4 0_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 'STRUCTUREPOINT - spColumnv5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 G:\1JOBS\ViaSat PS\ENGINEERING\. Design \ Frames \Grid A. 2-6 Frame\Cols\End ...\Grid 6-Col - Li Lvl.col rage z 01/09/17 3as PM General Information: File Name: 6:\1JOBS\ViaSat pS\ENGINEERING\Design\Frames\Grid A2-6 Frame\ ... \Grid 6 £01 - Li Lvl.col Project; Grid A. Frame Column: End Col Engineer: CJ Code: ACI 318-11 Units: English I Run Option: Investigation Run Axis: Biaxial Material Properties: Concrete: Standard f'c = 4 ksi R Ec = 3605 ksi ft = 3.4 ksi I Eps_u = 0.003 in/in Bet.al = 0.85 Section: Rectangular: Width = 24 in Slenderness: Not considered Column Type:: Structural Steel: Standard fy 60 ksi Es 29000 ksi Epsyt = 0.00206897 in/in Depth = 36 in I Gross section area, Ag .= 864 ina2 Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 0 i J Reinforcement: Bar Set: ASTM A615 I Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in'2) # 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 .0.31 4 .6 0.75 0.44 4 7 0.88 0.60 # 8 1.00 0.79 4 9 1.13 1.00 4 .10 1.27 1;27 4 11 1.41 1.56 ' 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; #4 ties with 410 bars, #4 with larger bars. I hi(à) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I Pattern: Irregular Total steel area: As = 12.00 in2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in'2 X (in) Y (in) Area in2 X (in) Y (in) Area in'2 X (in) Y (in) I 1.00 -9.4 15.4 1.00. 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: - Pu Mux Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft k-ft k-ft in in 1 I 167.00 188.00 27.00 959.77 137.84 5.105 10.65 37.71 0.00769 0.900 2 11.00 181.00 3.00 1838.59 13.90 4.633 6.05 33.87 0.01398 0.900 3 .216.00 391.00 189.00 818.43 395.61 2.093 14.46 38.77 0.00505 0.900 4 38.00 384.00 22.00 858.48 49.18 2.236 7.10 35.01 0.01209 0.900 372.00 151.00 189.00 509.16 637.30 3.372 13.31 31.93 0.00420 0.832 6 I -15.00 149.00 22.00 788.97 116.49 5.295 8.13 36.98 0.01073 0.900 *** I End of output *** _________________ P(kip) 139 o 0 : : 3000 I ------- ----- I ------- ------ \ ------ ------ (Pmax) ° (Pmax) : --------- /20OO- ------ ------ ----- ----- ------ ----------- ------ T—L--- o 0 I 24x36in ( / Code: ACI 318-11 -/-------------------1000--- Units: English Run axis Biaxial Run option Investigation lenderness Not considered A_L_2 ' I Column type: Structural -1800 -1400 , -10001600 -200 200 60 1000 1400 1800 Bars ASTM A615 N M (3°) (k-if) Date 01/09/17 / (P.rnin) (Pniin) Time: 16:15:10 1------------------L.J.j000-------------I-----------J------------------J-------1----- I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 - -- File: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid A-2-6 Frame\Cols\End Col\Grid 6 Col - Li LiLcol Project: Grid A Frame Column: End Col Engineer: CJ fc=4ksi fy =60.ksi Ag=864inA2 12#9bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 inA2 rho = 1.39% fc = 3.4 ksi ejit = 0.00206897 in/in Xo = 0.00 in Ix = 93312 jA4 e_u = 0.003 in/in Yo = 0.00 in ly =41472 in'4 Beta! = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 ..- RN'i RANFramelysis.RFAn.1 DataBase: V, :at PSi - 01-06-2017 01/0.9/2 10:58:15 RfLvl----------------------------------------------------------------____________________ -------------------------------------------------------------------------------- UT-F24x49 UT-F24x49 (C ( (C - C' C' GrdLvl----------- ------------- ...---..---. ..... UT-F24x49 UT-F24x49 (C ( (C CV > C' C-, C' L1Lv ---....................................................................................... _____________________ ---------------..,. UT-F2449 UT-F24x49 - (C C CV C' CVX > C.' L2Lv .............................................................................................. - UT-F24x48 - UT-F24x48 15 16 17 18 19 20 A A A A A A / RI Lvi Grd Lvi Li Lvi L2 Lvi mom mm m mum - RAM deV13 -evon I— - __ DataBase: Sat. PSi - 01-06-2017 01/06/17 15:55:1 - - - - - - - RAM R4Fram,a1ysis.RFAfl.1 DataBase: 3at PS]. - 01-06-2017 01/09/. 7 13:2.1:08 RtLvI.................................................................. GrdLvi.................................................................................. LiLvi. ...... ........... .... co L2 Lvi 51 51 51 51 CD ('4 N (C c'J N- 101 101 101 101 C) ('4 0) ('4 (0 130 130 130 130 C) ('4 C) C) 74 74 74 74. 15 16 17 18 19 A A A A A — — — — — mom — — — — — — mom — — , l_- RAM RAMFram9a1ysis RFAn 1 DataBase at PSi - 01-06-2017 01/09/ 7 13:21:17 N- 0) Grd Lvi c) Lt) C) 00 cs'J LiLvi............................... L2 Lvi = 17 A 2 9 C.) Rf Lvi 17 A RAM RAMFrame"a1ysis.RFAn.1 DataBase: Sat PSi - 01-06-2017 ................................................................................................................................................. 01/09/. 7 13:21:24 ) ) ) ) 4 18 1 A A 145 Ver. 7.3.1 JOB: Via Sat Conc Wt: •NW FRAME/LEVEL: Grid A Frame: L2 Lvi End Column? V COL: Grid 16&18 Cols If end column, enter L or R: L RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: Fy = 60 ksl f'c= 4.0 ksi b = 24 in h= 48 in d0 = 45• in db0t = 44 in • 50S 0.76 fl = 1.00 .M01 = k-ft • MLL= k-ft pM 0 (ult) = 654 k-ft VDL I PVEQ I,MuTOP = 654 kft a= 2.63 in As REQUIRED 3.32 ifl (T1Mn =704 k-ft As Min = 3.60 in2 a = 3.29 in I As PROVIDED = 358 in 2 Mpr = 970 k ft 4Mn!Mu: 1.076 MuBOT = 654 k-ft á = 2.63 in I As REQUIRED = 3.40 in cDMn = 688 k-ft As Min = 3.52 in a= 3.29 in As PROVIDED -:..156 in Mpr = 948 k ft I Mn/Mu= 1.051 BEAM SHEAR Bm Stirrup Fy = 60 ksi I Left Clear Span to Left = 15.0 ft Bm Mpr Top @ Rt Adj Col = 860 k-ft Bm Mpr Bot @ Rt Adj Col = 840 k-ft Ve = 120.5 k I VUmax = 120.5 k vu/4= 0.152 ksi vc= 0.000 ksi © 12"oc = 0.730 in2/ft I Av Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in I Left BmAv@60 oc Th37 n2 JOINT SHEAR — ' . TYPE CONDITION ALLOWABLE PVEQ Col AbOV = 132 k (Confined 4 sides) 20 4 1.265 ksi Col Above h = 36 in I I 2 (3 or 2 opp. sides) 15 4 0.949 ksi Col Above b = 24, in 3 (All others) 12 4 0.759 ksi Joint Shear = 0 105 ksi < 12 'fc Type (12 or 3): 3 RIGHT FACE OF COL: Non PT-Beam: LEFT FACE OF COL: UT-Frame Bm: Fy= 60 ksi f 'c = 4.0 ksi. b = 24 in h = 48 in. d10 = 45 in db01 = 44 in UT-Frame Bm: Non PT-Beam: Fy = 60 ksi f'c = 4.0 ksi b = 24.0 in h = 48.0 in dtop = 45.0 in dbQt = 44.0 In SDS= 0.76 fi = 1.00 M01= k-ft MLL= k-ft pMEQ (.ult) = 455 k-ft V01= k VLL= k PVEQ (ult) = 74 k MDL = k-ft MLL= k-ft PMEQ(ult) = 455 k-ft VDL k VLL k PVEQ (ult) = 74 k Rt Bm Stir. Fy = 60 ksi Clear Span to. Right = 15.0 ft Bm Mpr Top @ Rt Adj Col = 970 k-ft Bm Mpr Bot @ Rt Adj .Col = 948 k-ft Ve = 120.7 k VUmax = 120.7 k vu/4= 0.152 ksi vc= 0.000 ksi Av @ 12"oc = 0.731 in2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in .,Rt Bm AV @ 6,0" oc 0.37 in2 P'1EQCoiAbove = 199 k Cal Above = 36 in Col Above b = 24 in Joint Shear = 0.139 ksi < 15 fc Ver, 7.3.1 JOB: Via Sat Conc Wt: NW FRAMEJLEVEL:. Grid A Frame: L2 LA End Column? N COL: Grid 17 Cot 146 MuTOP= 455 k-ft a: 2.32 in As REQUIRED = 2.29 M2 t2Mn =623 k-ft As Min = 3.05 in2 a = 2.90 in As PROVIDED = 3.16 in2 Mpr = 860 k ft MnJMu = 1.370 MuBOT = 455 k-ft a = 2.32 in. As REQUIRED = .2.34 in2 DMn = 609 It As Min = .3.13 in2 a = 2.90 in As PROVIDED 3.16 in2 Mpr = 840 k ft bMn!Mu = 1.339 MuTOP = 455 k-ft a = 2.32 in As REQUIRED = 2.29 in' Mn = 623 k-ft As Min = 3.05 in2 a = 2.90 in As PROVIDED = 3.16 in2 Mpr = 860 k ft tMn!Mu = 1.370 MUBOT = .455 k-ft a = 2,32 in As REQUIRED = 2.34 in2 Mn = 609 k-ft As Min = 3.13 in2 a = 2.90 in As PROVIDED= in2 Mpr = 840 k ft Mn/Mu = 1.339 Left Bm Stirrup Fy = 60 .ksi Clear Span to Left = 15.0 ft Bm Mpr Top @ Lt Adj Cot = 970 k-ft Bm Mpr BOt © Lt Adj Cot = 948 k-ft Ve = 120.7 k VUmax = 120.7 k vu/4= 0.152 ksi vc= 0.000 ksi AV @ 12"oc = 0.731 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = .. #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left gm-Ay @60 oc 037 in2 JOINT SHEAR flEE CONDITION ALLOWABLE t I (Confined 4 sides) 20 4 1.265 ksi 2 (3 or 2 opp. sides) 15 4 0.949 ksi 3(AII others) 124 0.759 ksi Type (1,2 or 3): 2 147 JOB: Via Sat FRAME/LEVEL: Grid A: LI LA COL: Grid I6&I8 Cols CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Fy = 60 ksi fc= 4.0 ksi b= 24 in h = 49 in 46 In dbOt — 46 in Ver. 7.4 Conc Wt: NW End Column? Y If end column, enter L or R: L PT-Beam (Unbonded) PT fpu = 270 ksi Acable = 0.153 in Fpt = 108 k #Cables = 4 dot = 24.5 in Ycg 24.5 in S0 076 fi = 1.00 MDL = 16 k-ft MLL = 2 k-ft pMEQ(ult) = 1,090 k-ft VOL = 9 k VLL 2 k pVEQ (ult)= 130 k SECONDARY PTM = 0 k-ft PTFuIttop = 137.6 k PT Fult bot = 137.6 k MuTOP = 1114 k-ft a = 5.03 fri As REQUIRED = 4.53 in 4Mn = 1115 k-ft As Min = 368 in a = 5.86 in As PROVIDED = 454 in2 Mpr = 1470 k ft Mn/Mu = 1.002 MuBOT= 1078 k-ft a = 5.03 in As REQUIRED = 4.34 in' Mn = 1115 k-ft As Min = 3.68 in a = 5.86 in As PROVIDED = 454 in Mpr = 1470 kft Mn/Mu 1.035 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr Top @Rt Adj Cot = 1333 k-ft Bm Mpr Bot @ Rt Adj Cot = 1333 k-ft Ve = 186.8 k VUmax = 201.0 k vu/4= 0.243 ksi vc= 0.000 ksi Av@120c = 1.165 in2lft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in LeftBmAv@60 oc = 058 in JOINT SHEAR TYPE CONDITION ALLOWABLE PVEO Col Above = 102 k I (Confined 4 sides) 20 4 1.265 ksi PVocoineiow = 132 k 2 (3 or 2 opp. sides) 15 4 0.949 ksi h001 = 36 in 3 (All others) 12 4 0.759 ksi b001 = 24 in Type (1,20r3): 3 Joint Shear = 0.462 ksi < 12*Vfc 148 DT-Beam: h max = 35 in tslab = 5 in I Minimum Flexural Strength of Columns: Mn cols ~: 6/5*EMn beams (@ Centerline of Load Input 2nd Level? = YES Roof Level? = NO Col. CIr Ht Above = 7.25 it Col Clr Ht Below = 7.92 ft PDL Above = 153 k PLL Above = 36 k pP8Q(ult) Above= 150 k MDL Above = 9 k-ft MLL Above = 2 k-ft pM(Ult) Above = 289 k-ft 12DL Below = 194 k PLL Below = 46 k pP80..(ult) Below = 278 k MDL Below = 9 k-ft .MLL Below = 1 k-ft PMEQ (ult) Below = 537 k-ft Biaxial Column? = YES MDL, BAX@CL= 439 k-ft MLL BX@CL= 202 k-ft BIAX © CL 265 k-ft = 0 k4t Load combinations Ultimate Loads: Max Down Above UT-Bm LCI: (1.2+0.2SDs)D+f1L+pEQ PUIA = 393 k MUIA = 303 k-ft = 27 k-ft Max Up Above UT-Bm LC2: (0.9-0.2S 5)D-pEQ Pu= -36 k Mu2A = 296 k-ft Mu2bj = 3 k-ft Max Down Below UT-Bm LC1: (1.2+0.2S05)D+f1L+pEQ 443 k Mu18 = 550 k-ft = 183 k-ft Max Up Below UT-Bm LC2 (0.9-0.2SQ5)D-pEQ Pu2 -8 :k Mu25 = 543 k-ft Mu2bj = 22 k-ft Max Down Below Gray Bm LCI: (1,2+0.2SDS)D+f1L+pEQ PUIBbI = 586 k MulebI= 210 k-ft MUIbI = 183 k-ft Max Up Below Gray Bm LC2: (0.9-0.2SDS)D-pEQ PU2BbI = -133 k Mu2Bbj = 208 k-ft MUM = 22 k-ft Design of Column at Grade Beam: I to W. from SPCOI with d = 1.0: LC1: (1.2+0.2SDS) LC2: (0.9-0.2SDS) • MnLc1A = 1260 k-ft MnLC2A = 885 k-ft I MflLC1B = 1135 k-ft MflLc2g = 907 k-ft Sum 2395 Sum 1792 Clockwise Beam Moments: Mn Cols @ CL = 2828 k-ft I 6/5*Mn Bms@CL = 1771 k-ft 1.60 > 1.0 OK Counterclockwise Beam Moments: I !Mn Cols @ CL = 2828 k-ft 6/5* Mn Bms @ CL = 1771 k ft 1.60 > 1.0 OK PM MEO (ult) at Base = 505 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2Sos) LC2: (0.9-0.2S05) PU,LCI = 586 k PU,LC2 = -133 k MU,LCI = 516 k-ft MU,LCZ = 510 k-ft LC3: (A9*f cI20) PU,LC3 173 k Mu,Lc3 = 513 k-ft Overstrength Design, Mn: (Phi = tO) /MRAM SM, MAX = 1.14 Mn> 585 k-ft Overstrength Design, Mpr:. (Phi = 1.0, 1.25*Fy) MPR/EMRM SM, mAx = 1.35 MPR> 681 k-ft "s& Ve SHEAR REINFORCEMENT b 01 = 24 in F 1 = 60 ksi h 01 = 36 in h max = 9.0 in d 01 = 33.0 . in # of Cot Verts = 12 (out to Out of ties). b5x.r = 21.0 in Smallest Cot. Vert = #8 b5 ydir 33.0 in .# Crosstles V-Dir = 1 Cot Cir Ht Below = 7.92 ft # Crossties.X-Dir = 3 f ' = 4.0 ksi Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 5.5 in V01= 3 k VL= 0 k PVEQ lultI = 132 k LCI: (1 .2+0.2S)D+f1 L+pEQ LC2: (0.9-0.2S05)D-pEQ Vu, = 136 k Vu, LC2 = 134 k Ve, = 289 k Ve, Design = 214 k vuh= 0.486 ksi vu14= 0.360 ksi = 0.169 ksi v, = 0.000 ksi = 1.52 1n2/ft A 1.73 0/ft IFS LC3: (A9"f'd20) VU, LC3 = 135 k Ve, Design = 252 k vu/= 0.424 ksi v = 0.000 ksi = 2.04 in2/ft :1 149 Cot from SPCol with 4, = 1.0 & 1.25*Fy: DESIGN MOMENTW --- LC1: (1 .2+O.2SDS) LC2: (09-02S) (USED IN DESIGN OF COL /BOVE) MPRLCIA = 1401 k-ft MPR,LC2A = 1070 k-ft 1 MPRLCIB = 1223 k-ft MPR,LC2B = 1.091 -k.7-ft Column Design Moment A' Above Beam: (NOT USED IN THIS DESIGN INPUT AS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR bms-cw = 388 kft MPR, c,N 388 k-ft MPR, bms-ccw = 388 kft MpR, ccw 388 k4t DESIGN MOMENT Column Design Moment '8' Below Beam: (Design Mpr) DESIGN MOMENT 'C - MPR, b,,.,, = 721 k-ft MPR, cw = 721 k-ft (INPUT DESIGN MOMENT 'A FROM MPR, bms•ccw = 721 k-ft MPR, ccw = 721 k-ft DESGIN OF JOINT IVL BELOW or COL Mpr i BASE WHERE OCCURS) COLJSM JOINT LVI. BEING DESIGNED COL BEING DESIGNED Column Design Moment C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Cot Mpr, LCI: (1.2+0.2SDS): MPR = 1566 k-ft Col Mpr, LC2: (0.9-0.2SDS): MPR = 975 k-ft Cot Mpr, LC3: (Ag"fc/20): MPR = 1274 kit Ash @ 5.5" oc = 0.69 tfl Ash @5.5" oc = 069 in" Av © 5.5" cc = 0.70 in" Av @5.5" oc = 0.79 in2 Av req'd @5.5" oc t= 0.93 in2 AVproded, Y•dlr = 093 in Ash req'd Perp @5.5" oc = 1.09 ,i2 AShprovidad, X.dIr = 1.55 in2 - Ash © 5.5" oc = 0.69 in Av @ 5.5" oc = 0.93 Tie Length = 22.00 ft Tie Weight = 50.1 lb/ft Page 2 0/17 4 AM STRtJCTUREPOINT - spColumn v5.11 (TM) Licensed to: Cuip & Tanner. License ID: 66433-1056042-4-1F848-lFB64 G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid A16-18 Frame\Cols\End Co1\L2 Lvl.col General Information: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Des•ign\Frames\Grid A_16-18 Frame\Cols\End. Col \L2 Lvl.col Project: Grid A Frame Column: End Col Egineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy = 60 ksi Ec 3605 ksi Es = 29000 ksi ft = 3.4 .ksi Eps_yt = 0.00206897 in/in Eps.0 = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2: Ix = 93312 in4 ly = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 01n. Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in"2) Size Diam (in) Area (in"2) Size Diam. (in) Area (in2.) # 3 0.38 0.11 # 4 0.50 0.20 # 5 0.63 0.31 # 6 075 044 # 7 088 060 4( 8 100 079 ( 9 1.13 1.00 4 10 1.27 1.27 4 11 1.4.1 1.56 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; 44 ties with 410 bars, #4 with larger bars. )hi(a) 0.., phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 12.00 in"2 at rho = 1.39% Minimum clear spacing = 5.31 in Area in'2 X (in) I (in) Area in2 X (in) Y (in) Area in2 X (in) I (in) .1.00 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4. -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu MOx PhiMnx PhiMn/Mu NA depth .Dt depth eps_t Phi No. kip k-ft k-ft in in 1 586.00 .516.00 1315.67 2.550 11.99 33.44 0.00536 0.900. 2 -133 00 510 00 6-7-9-.:-0-4 1-.-3-3-1 4-.-2-9 3-3-.-4-4 0 02039 0 900 3 173.00 513.00 1001.03 1.951 7.19 33.44 0.01096 0.900 End of output k** P (kip) 151 :.:.---------------------------------- / \ 'S 'S )0------------'-' .......... fs0 \ / \ 7 _S__ -------------------- -------------------\s 01y fs=0 00 7\ = \) \\ // )/ 200 1000 1400 1800 Mx (k-ft) (Pmin) (.Prnin) 1000 0 0 0 0 01 24 x 36 in Run axis: About X-axis Run option: Investigation enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/10/17 Time: 09:44:26 I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Cuip & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 I File: G:\lJOBS\ViaSat PS\ENG INEERI NG\Design\Frames\Grid A16-18 Frame\Cols\End Col\L2 Lvl.col Project: Grid A Frame Column: End Col Engineer: CJ f'c =4 ksi fy = 60 ksi Ag = 864 inA2 12 #9 bars Ec = 3605 ksi Es = 29000 ksi As = 12.00 inA2 rho = 1.39% fc = 3.4 ksi e_yt = 0.00206897 in/in e_u = 0.003 in/in detal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Xo = 0.00 in lx = 93312 in'4 Yo = 0.00 in ly = 41472 in'4 Min clear spacing = 5.31 in Clear cover = 2.00 in PhiMny PhiMn/Mu NA depth Dt depth k-ft in in 103.65 3.839 12.40 -36.95 8.03 2.677 5.54 33.68 320.67 1.752 - 16.81 39.49 33.03 1.501 6.31 34.47 544.08 2.973 17.50 34.92 70.57 3.208 1 5.99 35.76 epst Phi 0.00596 0.900 0.01538 0.900 0.00405 0.819 0.01370 0.900 0.00299 0.729 0.01545 0.900 STRUCTtJREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-lFB48-1F064 g:\ljobs:\viasat ps\engineering\de-sign\frames\grid a_16-18 frame\cols\end col\ll lvl.çol -2 I 0/17 09:42 AM General Information: File Name: g:\ljobs\viasat ps\engineering\design\frames\grid a-.16-1,8 frame\cols\end col\11 lvl.col ?rOject: Grid A Frame Column: End Col Engineer: CJ Code: AC? 318-11 Units: English Run Option: Investigation Slenderness: Not -considered Run Axis: Biaxial Column Type: Structural Material Properties: Concrete: Standard Steel: Standard fc = 4 ksi fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi .fc = 3.4 ksi -Eps_yt = 0.00206897 in/in Epsu = 0.003 in/in - Beta? = 0.85 Sectiop: Rectangular: Width = 24 in Depth = 36 in Gross section area,. Ag = 864 in2 Ix = 93312 in"4 ly = 41472 in'4 rx = 10.3923 in ry= 69282 in Xo= 0 i Yo= Cm I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in"2) Size Diem (in) Area (in2) Size Diem (in) Area (in'2) # 3 0.38 0.11 4 4 0.50 - 0.2.0 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 -# 10 1.27 1.27 4 11 1.41 1.56 .4 ( 14 1.69 2.25 4 18 2.26 4.00. Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. -u -(s) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular - Total steel area: As = 12.00 in'2 at -rho -= 1.39% Minimum -clear spacing = 5.31 in Area in"2 X (in) Y (in) Area in'2 X (in) Y (in) Area in2 X (in) Y (in) 1.00 -9.4 15.4 1.00 0.0 15.4 1.00 9.4 15.4 1.00 -9.4 -15.4 1.00 0.0 -15.4 1.00 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 - 1.00 -9.4 -9.0 1.00- 9.4 9.0 LOU -9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux MY PhiMnx No. kip k-ft k-ft - k-ft - - t 393.00 303.00 27;00 11.63.16 2 -36.00 296.00 3.00 792.41 3 443.00 550.00 183.00 963.76 4 -8.00 543.00 22.00 -815.30 I 5 586.00 210.00 183.00 624.35 6 -133.00 208.00 22.00 667.19 *** End of output *** I I 1 153 '1 \ \ ---------------------- (Pmax) ± - I 002 6UO2'1000 - I - 1400 1800 M (2°) (k-It) (Prim) ------------------- P(kip) o 0 0 0 t o 4—x 0 I I' (Pmax) 0 '-' II /1 o 0 24x361n Code ACt 318-11 1000 Units: English Run axis: Biaxial N Run option: Investigation : enderness Not considered \ Column type: Structural -1800 -1400 -10000 -200 Bars: ASTM A615 -- ----------------------------------- Date 01/10/17 (Prnin) Time: .09:43:09 1 00C LJ-------------. ------------1------ STRUCTUREPOINT - spColümn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 File: g:\1 jobs\viasat ps\engineering\design\frames\grid a-1 6-18 frame\cols\end col\11 lvLcol Project: Grid A Frame Column: End Cot Engineer: CJ f'c=4ksi fy = 60 ksi Ag=864inA2 12#9bars Ec = 3605 ksi Es =29000 ksi. As = 12.00 inA2 rho 1.39% fc = 3.4 ksi eyt = 0.00206897 in/in Xo 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo 0.00 in ly = 41472 inA4 aetal = 0.85 Min clear spacing = 5.31 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Jon: Via Sat FRAME/LEVEL: Grid A: LI LA COL: Grid 17 Col MOMENT CRITERIA LEFT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f c 4.0 ksi Acable = 0.153 b = 24 in Fpt = 108 k h = 49 in #Cables = = 46 in dpt = 24.5 in dbQt = 46 In Ycg = 24.5 in Ver. 7.4 154 ConcWt: NW End Column? N RIGHT FACE OF COL: UT-Frame Bm: Fy = 60 ksi f'c = 4.0 ksi b = 24.0 in h = 49.0 in d09 = 46.0 in db0t = 46.0 in PT-Beam: (Unbonded) PT fpu = 270 ksi Acable = 0.153 iflL Fpt = 108 k #Cables = 4 dpt = 24,5 in Ycg = 24.5 in SDS 0.76 fl= 1.00 MDL = 30 k-ft MLL = 4 k-ft pMEQ(ult) = 855 k-ft V01= 11 k VLL = 2 k pVEQ (Ult)= 130 k SECONDARY PTM= 0 k.-ft PT Fult .top = 137.6 k PTFultbot= 137.6 k MuTOP = 900 k-ft a = 4.63 in As REQUIRED = 3.38 in' DMn = 1015 k-ft As Mm 3.68 in a = 5.36 in As PROVIDED = 4.00 n2 Mpr = 1333 k ft Mn/Mu = 1,129 MuBOT = 833 k-ft a = 4.63 in AS REQUIRED = 3.03 in' t'Mn = 1015 k-ft As Min = 3.68 in a: 5.36 in As PROVIDED = 4.00 in2 Mpr = 1333 k ft MnIMu = 1.220 MDL = 30 k-ft MLL = 4 k-ft pMEQ(Ult): 855 k-ft VDL= 11 k VU-= 2 k pVEO(ult)= 130 ,k SECONDARY PTM= 0 k-ft PTFulttop = 137.6 k PT Fult bot = 1376 k MuTOP = 900 k-ft a = 4.63 in As REQUIRED = .3.38 in' Mn = 1015 k-ft As Min.= 3.68 in a = 5.36 in As PROVIDED 400 in' Mpr = 1333 k ft OMn/Mu = 1.129 MuBOT = 833 k4t a: 463 in As REQUIRED 3.03 in' cDMn = 1015 k-ft As Mm = 3.68 in a = '5.36 in As PROVIDED = 400 in' Mpr = 1333 k ft Mn/Mu = 1.220 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr Top @ Lt Adj Cot = 1470 k-ft Bm Mpr Bot @ Lt Adj Cot = 1470 k-ft Ve= 186.8 k VUmax = 203.7 k 'vtiI 0.246 ksi vc= 0.000 ksi Av@12'oc= 1.181 in2/ft Smallest Long. Bar Size = #8 Stirrup Size: #4 Max. Stirrup Spacing = 6.0 in Use 6.0, in LeftBmAv@60 oc 059 1 2 JOINT SHEAR { TYPE CONDITION ALLOWABLE I (Confined 4 sides) 20 4 1.265 ksi 2 (3 or 2. opp. sides) 15 4 0.949 ksi 3 (All others) 12 4 0.759 ksi Type (12 or 3): 2 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 15.0 ft Bm Mpr Top © Rt Adj Cal = 1470 k-ft Bm Mpr Bat @ Rt Adj Cal = 1470 k-ft ye: 186.8 k VUmax 203.7 k vu/4= 0.246 ksi vc= 0.000 ksi Av@12"oc = 1.181 in2/ft Smallest Long. Bar Size: # 8 Stirrup Size: 1114 Max. Stirrup Spacing = 6.0. in Use 6.0 In RtBmAvc60 at; = 059 in PVEQ Col Above = 169 k P'1EQ Cot Below = 199 k h 01 = 36 in b 01= 24 in Joint Shear= 0651 ksi < 1541'c MDL Above = 0 k-ft MLL Above = 0 k-ft PMEQ (ult) Above = 516 k-ft DL Below = 250 k LL Below = 53 k PEO (ult) Below = I k MDL Below = 0 k-ft MLL Below = 0 k-ft PMEQ (ult) Below = 844 k-ft Biaxial Column? = YES MDL, BIAX@CL 439 k-ft MLL BIAX © CL= 202 k-ft MPT BIAXCL= 265 k-ft MTOrSIOn, ult = 0 k-ft DI- Beam: Biax = 35 in tulab = 5 in 155 COLUMN ULTIMATE DESIGN MOMENTS AND OVERSTRENGTH CHECKS Load Input Load combinations 2nd Level? = YES Ultimate Loads: Roof Level? = NO Max Down Above UT-Bm LC'l: (1.2+0.2S)D+f1L+pEQ Cot CIr Ht Above = 7.25 ft PUIA = 264 k Col Cir Ht Below = 7.92 ft MuIA = 516 k-ft MU IbI = 27 k-ft oL Above 168 k Max Up Above UT-Bm LC2: (0.9-0.2S0s)D-pEQ PLL Above 36 k PU2A = 125 k. pPEQ (ult)Above I k Mu= 516 k-ft Mu2b 3 k-ft Max Down Below UT-Bm PUIB 314 k MUIB - 844 k-ft MUM = 183 k-ft Max Uo Below UT-Bm PU2B = 152 k Mu2B = 844 k-ft MUM .= 22 k-ft Max Down Below Gray Bm PUIBbI = 392 k MuIBbI = 347 k-ft 183 k-ft Max Uo Below Gray Bm PUMI = 186 k Mu26bI = 347 k-ft Mu2bj = 22 k-ft (1.2+0.2SDs)D+fl L+pEQ (0.9-0.2S05)D-pEQ LCI: (1.2+0.2SDS)D+fl L+pEQ LC2: (0.970.2SDS)D-pEQ Minimum Flexural Strength of Columns: -Mn cols ~: 6/5*Mn beams (@ Centerline of Joint) Col M. from SPCol with th = 1.0: LC1: (1.2+0.2S05) LC2: (0.9-0.2S0s) MflLc1A = 1249 k-ft MnLC2A= 1127 k-ft MflLc1a 1207 k-ft MnLC2B- 1149 k41 Sum 2456 Sum 2276 Clockwise Beam Moments: Mn Cols @ CL = 3533 k-ft 6/5*Mn Bms @ CL = 3277 k-ft 1.08 > 1.0 OK Counterclockwise Beam Moments: Mn Cots @ CL = 3533 k-ft 6/5*Mn Bms © CL = 3277 k ft 1.08 > 1.0 OK Design of Column at Grade Beam: PM MEQ (ult) at Base= 733 k-ft Code Level Design: (Phi = Std code values) LCI: (1.2+0.2SDS) LC2: (0.9-0.2SDS) Pu,LCI 392 k PUJLC2 = 186 k MU,LCI = 733 k-ft MU,Lcz = 733 k-ft LC3: (Afj20) PU,LC3 = 225 k MU,LC3 = 733 k-ft Overstrength Design, Mn: (Phi = 1.0) XMJMRN Bm, MAX= 1.32 Mn> 967 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) Mpg/MR BM, ,ip,x = 1.56 MPR> 1143 k-ft A, of CROSSilES Y.DIRfC1ION 156 Col from SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT A' LCI: (1.2+0.2SD5) LC2: (0.9-0.2S) (USED IN DESIGN 0F COL /8OVE) MPR,ICIA = 1430 k-ft IVIPR,LC2A = 1327 k-ft MpR,Lcja = 1349 k-ft. MPR,LC2B = 1345 k-ft Column Design Moment 'A' Above Beam: (NOT USED IN THIS DESIGN, INPUTAS DESIGN MOMENT "C" IN DESIGN OF COL ABOVE) (Design Mpr) MPR, bms'qw 789 kft MPR, cw = 789 kft MPR, bmC-ccw 789 k-ft MPR cW = 789 k-ft DESIGN MOMEIff'B' Column.Desian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C' - MpR, bmscw = 1290 k-ft MPR, cW = 1290 k-ft (INPUT DESIGN MOMENT 'A' FROM MPR bms-c. = 1290 k-ft MPR ccw = 1290 k-ft DESGIN Of JOINT ('i tVI. BELOW or COLMpr @1 BASE WHERE OCCURS) COLJBM JOINT LVL BEING DESIGNED (01 BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Col Mpr, LC1: (1.2+0.2SDS):. MPR = 1552 k-ft Col Mpr, LC2: (0:9-0.2SDS): MPR = 1386 k-ft Col Mpr, LC3: (Ag*Fci20): MPR = 1414 k-ft !s & Ve SHEAR REINFORCEMENT b 01 = 24 in Fyt = 60 ksi h 01 = 36 in h5, max = 9.0 in d 0 33..0 in #.of Col Verts = 12 (out to out of ties). bcx.dlr = 21.0 in Smallest Col. Vert = #8 bcydlr = 33.0 in #CrosstiesY-Dir= I Col CIr Ht Below = 7,92 ft # Crossties X-Dir = 3 f ', = .5.2 ksi Tie Size = # 5 Max Tie Spacing = 5.67 in Tie Spacing = 4.0 in VDL = 0 k VLL = 0 k PVEQ (uit) 199 k LCI: .(1.2+0.2S)D+f1L+pEQ LC2: (0.9-0.2S05)D-pEQ Vu, Lcl = 199 k Vu, 1C2 = 199 k Ve, Design = 359 k Ve, Design = 338 k vu/4= 0.604 ksi vu/$r= 0.569 ksi vc = 0.177 ksi vc = 0.000 ksi = 2.05 in2/ft .A. = 2.73 in2/ft X.i)iRF0014 If of CROSSIIES X.OIRECI(OI'i LC3: .(*f/20) VU, LC3 = 199 k Ve, Design = 341 k vu/4= 0.575 ksi v. = 0.000 ksi A.., = 2.76 1n2/ft Ash @4.0" oc = 0.66 in2 Ày @4.0" oc = .0.92 in' Ash @4.0" oc = 0,66 We Ash @4.0" oc = 0.66 in' Ày @4.0" oc = 0.68 in' Av @4.0" oc = 0.91 in2 Av req'd @4.0" cc = 0.92 Iii' AV 10 = 0.93 in Ash req'd Perp @ 4.0" cc = 1.03 in' AShpr0vjd X.dlr = 1.55 in' Tie Length = 22.00 ft Tie Weight = .68.8 lb/ft I STRUCTUREPOINT - spcolumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-lFB64 G:\.1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid A_16-18 Frame\Cois\Int Coi\L2 Lvi .çoi Page 2 1041'0/17 .55 AM General Information: ,- File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid A16-18 Framê\Cols\Int Co1\L2 Lv1.coi I Project: Grid A Frame Column: lot Col Engineer: CJ Code: ACI 318-11 Units: English Slenderness: Not considered Column Type: Structural Run Option: Investigation I Run Axis: X-axis Material Properties: Concrete: Standard f'c = 4 ksi Ec = 3605 ksi fc = :3.4 ksi Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Gross section area, Ag = 864 in"2 Ix = 93312 in'4 rx = 10.3923 in Xo = 0 in Reinforcement: Steel: Standard fy =60ksi Es = 29000 ksi Epsyt = 0,00206897 in/in Depth = 36 in ly = 41472 in"4 ry = 6.9282 in Yo = 0 in Bar Set: ASTM A615 Size Diem (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in'2) j( 3 0.38 0.11 # 4 0.50 0.20 4 5 0.63 0.31 #__6 0.75 0.44 #77 0.88 0.60 #__8 1.00 0.79 # 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4f14 1.69 2.25 #18 2.26 4.00 Confinement: Tied; #4 ties with 110 bars, 14 with larger bars. ( :phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 13.08 in'2 at rho = 1.51% Minimum clear spacing = 5.24 in Area in2 •X (in) Y (in) Area in"2 X (in) Y (in) Area in"2 X (in) Y (in) 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Nu NA depth Dt depth eps_t Phi kip k-ft k-ft in in 1 392.00 733.00 1269.22 1.732 9.73 33.44 0.00731 0.900 2 186.00 733.00 1087.41 1.484 7.35 33.44 0.01065 0.900 3. 216.00 733.00 1116.05 1.523, 7.65 33.44 0.01012 0.900 Efld of Output P (kip) 158 r 4000 0 0 J Y. .--),-.... 3C00 -\- 0 4-x 0 1s0 \ fs:;0 I' -------- ---- ------------ f(prnax---7. ------ . ---------------- o / - - fs0 51yj 2000 'fs0 5fy 0 0 fs0 :— - — 1s0 " 24 x 36 in / ... /,=0 \. Code: ACl318-11 ----- iopc--/----7t1\------------.1 Units English : axis:::::: \\ // 1enderness Not considered Column type: Structural Bars: ASTM A615 Date 01110/17 Time: 09:55:40 (Pmin)I ------ I-----I------------------iobo 200 600 ,/000 1400 1800 Mx (k-fl) (Pmin) I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 File: G:\lJOBS\ViaSat PS\ENG INEERI NG\Design\Frames\Grid A16-18 Frame\Cols\lnt Col\L2 Lvl.col Project: Grid A Frame Column: Int Col Engineer: CJ f'c = 4 ksi fv 60 ksi AQ = 864 inA2 12 bars Ec3605ksi Es = 29000 ksi fc = 3.4 ksi e_yt = 0.00206897 in/in e_u = 0.003 in/in / 3etal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 As = 13.08 inA2 rho = 1.51% Xo = 0.00 in Ix = 93312 inA4 Yo = 0.00 in ly = 41472 inA4 Min.clear spacing = 5.24 in Clear cover = 1.93 in I STRUCTUREPOINT - spColumn v5.11 (TM) Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 G: \1JOBS\ViaSat PS\ENGINEERLNG\Design\Frames\Grid A16-18 Frame\Cols\Irit Col\Li Lvi. col Page 2 / 0/17 92 AN General Information: .. FileName: G:\1JOBS\ViaSat PS\ENG:INEERING\Design\Ftmes\Grid A.16-18 Frame\Cols\Int Co1\Li Lvi.coi I Project: Grid A Frame Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Run Axis:. Biaxial Material Properties: Concrete: Standard f'c =4ksi I :Ec = 3605 ksi fc =.3.4 ksi EPSU = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Slenderness: Not considered Column Type: Structural Steel: Standard fy 60 ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Depth = 36 in Gross section area, .Ag = 864 in2 Ix = .93312 in4 I Ty = 41472 in4 rx = 10.3923 in ry = 6.9282 in Xo= :0 in Yo= 0 i n I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) I # 3 0.38 #--6 0.75 0.11 # 4 0.50 0.20 # 5 0.63 0.31 0.44 # 7 0.88 0.60 # 8 1.00 0.79 # 9 1.13 1.00 # .10 1.27 1.27 # 11 1.41 1.56 I # 14 1.69 2.25 # 18 2.26 4.00 Confinement; Tied; #4 ties with #10 bars, #4 with larger bars. ( ?-() = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 13.08 ir'2 at rho = 1.51% Minimum clear spacing = 5.24 in Area in2 X (in) Y (in) Area in"2 X (in) Y (in) Area in2 X (in) Y (in) 1.27 -9.4 15.4 1.00 0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.00 0.0 -15.4 1.27 9.4 -15.4 1.00 -9.4 9.0 1.00 -9.4 0.0 1.00 -9.4 -9.0 1.00 9.4 9.0 1.00 9.4 0.0 1.00 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux Mu.y PhiMnx No. kip k-ft k-ft k-ft 1 264.00 516.00 27.00 1147.77 2 125.00 516.00 3.00 1027.01 3 . 314.00 844.00 183.00 1107.97 4 152.00 844.00 22.00 1049.27 5 392.00 347.00 183.00 844.94 6 186.00 347.00 22.00 1073.95 End of output PhiMny PhiMn/Mu I'TA depth Dt depth epst Phi k-ft in in 60.06 2.224 9.87 35.54 0.00793 0.900 5.97 1.990 6.92 33.63 0.01165 .0.900 240.23 1.313 14.13 39.25 0.00535 0.900 27.35 1.243 7.71 34.32 0.01053 0.900 445.60 2..435 16.63 38.14 0.00388 0.805 68.09 3.095 9.15 35.69 0.00886 0.900 ------------ P(ki 0 0 0 0 I ----------- —j—x 0 / / I . A' (Pmax) // o o I 0 0 ------- 24 x36 in /1/! /1----------------------1000,---- Code: AC1318-11 Units: English Run axis: Biaxial \\(------ Run option: Investigation \\\ .lenderness: Not considered Column type: Structural -1800 -1400 -10dO600 -200 Bars; ASTMA6I5 ----------------------------------- Date: 01/10/17 I - (Prnin)i Time: 09:52:19 -------------------------------------------------1000 200 6094r1000 14.00 1800 M (3°) (k-ft) (Pmin) I STRUCTUREPOINT-spColumnv5.11 (TM). Licensed to: Culp&Tanner. License ID: 66433-1056042-4-1FB48-1FB64 File: G:\IJOBSWiaSat PS\ENGINEERI'NG\Design\Frames\Grid A_I 6-18 Frame\Cols\Int Col\L1 LvLcol Project: Grid A Frame Column: mt Col Engineer: CJ fc = 4 ksi fy = 60 ksi Aq = 864 inA2 12 bars Ec = 3605 ksi Es = 29000 ksi As = 13.08 inA2 rho = 1.51% fc = 3.4 ksi eyt = 0.00206897 in/in Xo = 0.00 in lx = 93312 in"4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Beta! = 0.85 Min clear spacing = 5.24 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 UTF24x49 (4. C CN UT-F24x49 CC C' C, UT-F24x49 cc .C' ) 'C C' UT-F24x49 U Cv > C' UT-F24x49 C' C UT-F24x49 C' C, 'C C' UT-F24x49 ( C' ) 'C .C. UT-F24x49 (C Cv > C., UT-F24x49 (4 C C UT-F2449 C', C' ) 'C C' UT-F24x49 C' C' 'C C' Ut-F2449 (C Cv > C" UT-F2448 ( U'T-F24x48 C UT-F24x48 - C UT-F24x48 - C RfLv........................................... Grd Lvi C' C; C., L1Lvl- .............................................. C' C C., L2Lvi.................................. 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DataBase: Sat PS? - 01-06-2017 01/09/. .7 1.3:28:46 Ver. 7.3.1 JOB: Via Sat Conc Wt: NW FRAMEILEVEL: Grid 0 Frame: L2 Lvi End Column? V COL: End Col If end column, enter L or R: L CRITERIA RIGHT FACE OF COL: UT-Frame Bm: Non PT-Beam: Fy = 60 ksi fc= 4.0 ksi b= 24 in h = 48 in d 0 = 45 in dbot = 44 in SDS 0.76 11 = 1.00 MOL = k-ft MLL = k-ft PMEQ (ult) = 773 k-ft VOL k VLL= k PVEci (ult) = 90 k MuTOP = 773 k-ft a = 2.94 in As REQUIRED = 3,94 in' lVMn = 784 k-ft As Min = 3.60 in2 a = 3.68 in As PROVIDED = 4.6o in2 Mpr = 1,070 k ft tiMnJMu = 1.014 MuBOT = 773 k-ft a = 2.94 in As REQUIRED = 4.04 in' Mn = 766 k-ft As Min = 3.52 in2 a = 3.68 in AS PROVIDED 400 in2 Mpr = 1054 kIt Mn/Mu 0.990 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Mpr TOP @ Rt Adj Cal = 970 k-ft Bm Mpr Bat © Rt Ad] Col = 948 k-ft Ve= 134.9 k VUmax = 134.9 k vu/4,= 0.170 ksi v 0.000 ksi Av@12"oc = 0.818 1n2/ft Smallest Long. Bar Size = #8 Stirrup Size = 111 4 Max. Stirrup Spacing = 6.0 in Use 6.0 in Left BM AV @6 0 oc = 0.41 in2 JOINT SHEAR TYPE CONDITION ALLOWABLE PVEO Cal Above = 155 k I (Confined 4 sides) 204 1.265 ksi Col Above h = 36 in 2 (3 Or 2 opp. sides) 15 4 0;949 ksi Col Above b = 24 in 3 (All others) 12 4 0 759 ksl Joint Shear = .0 .121 ksi < 12 *417c Type (1,2 or 13): 3 Ss= 0.76 f1 = 1.00 MDL = k-ft MLL = k-ft pMEQ(Ult) = 574 k-ft VDL = k VLL = k pVEQ (ult) = 90 .k k-ft NuLL = k-ft PMEQ(ult) = 475 k-ft VDL VLI k PVEci (ult) = 66 k ALLOWABLE 1.265 ksi 0.949 ksi 0.759 ksi Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm Npir Top © Lt Ad] Col = 1079 k-ft Bm Mpr Bot @ Lt Ad] Col = 1054 k-ft Ve= 135.1 k VUmax = 135.1 k vuI= 0.171 ksi vc= 0.000 ksi Av © 12"oc = 0.819 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 60 in Use 6.0 in LeftBmAv@60 0c 041 in2 JOINT SHEAR IlEE CONDITION I (Confined 4 sides) 204 2 (3 or 2 opp. sides) 15/ 3(AII others) 124 Type (1,2 or 3): 2 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 15.0 ft Bm Mpr Top @ Rt Ad] Cal = 970 k-ft Bm Mpr Bot @ Rt Ad] Cal = 948 k-ft Ve= 127.9 k Vumax = 127.9 k v4 0.161 ksi vc= 0.000 ksi AV @ 12"oc = 0.775 in2lft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 6.0 in RtBmAv360 oc= 039 In2 PVEQ Col Above = 227 k Col Above h = 36 In Col Above b = 24 in Joint Shear = 0166 ksi < 15 Ifc iBC DUCTILE FRAME BEAM DESIGN Ver. 7.3.1 167 JOB: Via Sat FRAME/LEVEL: Grid D Frame: U LA COL: mt Col MOMENT CRITERIA LEFT FACE OF COL: UT-Frame Bm: Non PT-Beam; Fy= 60 ksi f'c = 4.0 ksi b = 24 in h = 48 in dtop 45 in 44 in Conc Wt: NW End Column? N RIGHT FACE OF COL: UT-Frame Bm: Fy = 60 ksi f'c = 4.0 ksi b= 24.0 in h = 48.0 in 45.0 in = 44.0 in Non PT-Beam: MuTOP = 574 k-ft a = 2.63 in As REQUIRED= 2.90 in Mn = 704 k-ft As.Min = 3.60 in a = 3.29 in As PROVIDED 3.58 in2 Mpr = 970 k ft Mn/Mu = 1:226 MuBOT = 574 k-ft a = 2.63 In As REQUIRED = 2.97 in Mn =688 k-ft As Nun = 3.52 in a = 3:29 in As PROVIDED = 3.58 in2 Mpr = 948 k ft DMnIMu = 1.198 MuTOP = 475 k-ft a = 2.63 in AS REQUIRED = 2.39 in2 Mn = 704 k-ft As Min = 3.19 in a = 3.29 in As PROVIDED= 3.58 in2 Mpr = 970 k ft ciMnlMu = 1.482 MuBOT = 475 k-ft a = 2.63 in As REQUIRED = 2.45 in Mn = 688 k-ft As Min = 3.27 in a = 3.29 in As PROVIDED = 3.58 In2 Mpr = 948 k ft bMnIMu = 1.448 PVEO.COI Above = 115 k P"1E0 Col Below = 155 k h001 = 36 in b01 = 24 in Joint Shear = 0.546 ksi < 12 '/fc ALLOWABLE 1.265 ksi 0.949 ksi 0.759 .ksi Ver..7.4 JOB Via Sat Conc wt: NW FRAME/LEVEL: Grid D: LI LA End Column? Y COL: Grid II & 15 Cols If end column, enter L or R L RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded). Fy = 60 ksi PTfpu = 270 ksi f'c = 4.0 ksi ACabIe' .0.153 in' b = 24 in Fpt= 108 k h = 49 in #Cábls = 4 dtop = 46 in d, = 24.5 in 46 in y 9 = 24.5 in S0 0.76 fl= 1.00 MDL = 16 k-ft MILL = 2 k-ft pMEQ(ult) = 1249 k-ft VOL = 9 k VLL = 2 k pV (ult) = 150 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP = 1273 k-ft a = 5.85 in As REQUIRED = 5.40 in1 XMn = 1320 k-ft As Min = 3.68 in2 a= 6.89 in As PROVIDED = 566 in 2 Mpr = 1747 k ft Mn/Mu = 1.037 MuBOT = 1237 k-ft a = '5.85 in I As REQUIRED= 5.20 in' bMn = 1320 k-ft As Mm 3.68 in a = 6.89 in As PROVIDED = 566 1n2 Mpr = 1747 k ft • Mn/Mu- 1.067 BEAM SHEAR Left Bm Stirrup Fy = 60 ksi Span to Left = 15.0 ft I Clear Bm Mpr Top © Rt Adj Col = 1470 k-ft Bm Mpr Bot © Rt Adj Col = 1470 k-ft Ve= 214.4 k I VUmax = 228.6 k I. vu/4= 0.276 ksi vc= 0.000 ksi AV@12"OC = 1.325 in2/ft I Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 5.0 in I Left6mAv©50"0c 055 in2 JOINT SHEAR TYPE CONDITION I I (Confined 4 sides) 20 4 2(3br20pp. sides) . 154 3 (All others) 12 4 Type (1,2 or 3): 3 169 Load Input Load combinations 2nd Level? = YES Ultimate Loads Roof Level? = NO Max Down Above UT-Bm (1 .2+0;2Sos)D+fl L+pEQ Col CIr Ht Above = 7.25 It PUIA = 406 k Col CIr Ht Below = 7.92 ft MUIA = 327 k-ft MUIbI = 32 k-ft DL Above = 156 k Max Up Above UT-Bm (0.9-0.2S0 )D-pEQ LL Above = 37 k PU2A = -41 k pP80 (ult) Above = 158 k MU2A = 320 k-ft MU2bI = 5 k-ft MDL Above = 9 k-ft MLL Above = 2 k-ft Max Down Below UT-Bm LCI: (1 .2+0,2SDS)D+fl L+pEQ pMEQ(ult) Above = 313 k-ft Pu18 = 456 k Mu18 = 657 k-ft DL Below = 234 k Mulbi = 216 k-ft PLL Below = 56 k Max Up Below UT-Bm LC2: :(0.9-02S05)D-pEQ PPEQ (ult) Below = 300 k Pu28 = -14 k Mu28 = 650 k-ft MDL Below = 9 k-ft Mu2bJ = 30 k-ft MLL Below = 1 k-ft pM8Q(ult) Below = 644 k-ft Max Down Below Gray Bm LCI: (1.2+0.2SDS)D+f1L+pEQ PUtBbI = 672 k Biaxial Column? = YES DT-Beam: Mu1Bb} = .259 k-ft M01 BIAX@CL= 507 kft h8rn81ax = 35 in MUlbj= 216 k-ft MLL, 8AX @ CL= 232 k4t tSab = 5 in Max Up Below Gray Bm LC2: (0.9-0.2SDS)D-pEQ MPT BIAX©CL 291 k-ft PU2Bbi = -125 k MTorslon ult = Ok-ft MU bi = 258 k-ft MU2bI = 30 k-ft Minimum Flexural Strength of Columns: Design of Column at Grade Beam: Mn cols, 6/5*Mn beams (@ Centerline of Cal M.. from SPCol with = 1.0: LCI: (1 .2+0.2S0 ) LC2: (0.9-0.2S0 ) MnLC1A = 1.455 k-ft MnLC2A = 1096 k-ft MnLc1B = 155 k-ft MnLc2a = 1113 k-ft Sum 1610 Sum 2209 Clockwise Beam Moments: Mn Cols @ CL = 2537 k-ft 6/5*Mn Bms@CL = 2084 k-ft 1.22 >10 OK Counterclockwise Beam Moments: Mn Cols @ CL = 2537 k-ft 6/5*Mn Bms @ CL = 2084 k ft 1.22 > 1.0 OK pM 880 (ult) at Base= 598 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2S0s) LC2:. (0.9-0,2SDS) PU,LCI = 672 k Pu,LC2= -125 k MU,11 = 609 k-ft Mu,12 = 603 k1t LC3: (A9*fI20) PU,LC3 = 216 k Mu,103 = 606 k-ft Overstrength Design, Mn: (Phi = 1.0) MIMR.AM8MM(= 1.17 Mn> 713 k-ft Overstrength Design, lVlpr: (Phi = 1.0, 125*Fy) MPR/MRAM BM. MAX = 1.40 MPR> 836 k-ft "s & Ve SHEAR REINFORCEMENT b 01 = 24 in F 1 = 60 ksi h501 = 36 in max = 9.0 in d 01 = 33.0 in # of Cot Verts = 12 (out to out of ties) b5 x-dir = 21.0 in Smallest Col. Vert = # 8 bcy.dir = 33.0 In .# Crossties Y-Dir = I Col Cir Fit Below = 7.92 ft # Crosslies X-Dir = 3 f' = 5.0 ksi Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 4.0 in VDL 3 k VLL = 0 k PVEQ (uit) =155 k LCI: (1.2+0.2S0s)D+fl L+pEQ LC2: (0.902SDs)DpEQ Vu, LCI = 159 k Vu, LC2 = 157 k Ve, Design = 342 k Ve, Design = 269 k vu/4= 0.576 ksi vu/4= 0.453 ksi v, = 0.196 ksi v 0.000 ksi A= 1.82 in/ft A5 = 2.18 in LC3: (A9"f'/20) VU, LC3 = 158 k Ve, Design = 309 k vu/4- 0.521 ksi = 0.000 ksi A 2.50 in/ft [5 170 Col Mpg., from SPCol with 4) = tO & 1.25*Fy: DESIGN MOMENT W LC1: (1 .2+O.2S) LC2: (09-0.2S) (USED IN DESIGN OF CO /8OVE) MPRLC1A = 1684 k-ft MPR,LC2A = 1331 k-It MPRC1B = 1713 k-ft MPRLC2B = 1356 k-ft Column Design Moment 'A' Above Beam: (NOT USED IN THIS DESIGN, INPUT AS DESIGN MOMENT "C' IN DESIGN OF COL ABOVE) (Design Mpr) MPR bms-cw = 429 k-ft MPR, cw = 429 k-ft MPR, bms.ccw = 429 kft MpR, ccw = 429 kft DESIGN MOMENT 8 Column Desian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C MpR bms-cw = 883 k-ft MPR, cw = 883 k-ft (INPUT DESIGN MOMENT 'A FROM MPR bmsccw = 883 k-ft MpR ccw = 883 k-ft DESGIF4 OF JOINT (L) 1Vt BELOW or COLMpr(4' BASE WHERE OCCURS] COL/BM JOINT LVL BEING DESIGNED (01 BEING DESIGNED Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) CoI Mpr, LCI: (1.2fo.2SDS): MPR = 1827 k-ft Col Mpr, LC2: (09-0.2SDS): MPR = 1249 k-ft Col Mpr, LC3: (Agi'c/20): MPR = 1566 k-ft Ash @4.0" oc = 0.63 in4 Ày @4.0" oc = 0.83 in' Ash @4.0" oc = 0.63 In4 Ash @4.0" oc = 0.63 in"' Av @4.0" oc = 0.61 lfl' Av @4.0" oc = 0.73 in1 Av re q'd @ 40" oc = 0.83 in4 AVprovvjeä Y-rilr = 0.93 jflZ Ash req'd Perp @4.0" oc = 0.99 fl2 AShprouded, x.thr = 1.55 fl24 Tie Length = 22.00 ft Tie Weight = 68.8 lb/ft I srRurut*puii:r - spcoiumn v.11 (TM) Licensed to Culp & Tanner. License ID 66433-1056042-4-1FB48-1FB64 g:\Ijobs\viasat ps\engineering.\design\frames\grid d frame.\cols\end col\12 lvi. col I General Information: File Name: g:\ljobs\viasat ps\engineering\design\frarnes\grid d frame\cols\end col\12 l.vl.col Project: Grid B Frame I ' Column: End Col Engineer:. CJ Code: ACI 318-11 Uiits: English Run Option: Investigation Slendernìess: Not considered Run Axis: X-axis Column Type: Structural I MaterialProperties: Concrete: 'Standard Steel: Standard f1 c = 4 ksi •fy = 60 ksi Ec = 3605 ksi Es = 29000 ksi fc = '3.4 ksi Eps_yt = 0.00206897 in/in E,psu = 0,003 in/in Betal = 0.85 I Section: Rectangular: Width = 24 in Depth 36 in I Gross section area1. Ag = 864 in'2 Ix = 93312 in4 ly = 41472 in4 rx .= 10.3923 in ry = 6.9282 in Xo= 0 i Yo= 0. in ' Reinforcement.: Bar Set: ASTM A615 Size Diam (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in.2) I 0.38 0.11 4 4 0.50 0.20 4 5 0.63 0.31 % 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 41 9 1.13 1.00 4 10 1.27 1.27 41 il 1.41 1.56 41 14 1.69 2.25 4 18 2.26 4.00 I .. Confinement: Tied; #4 ties with #10 bars, 44 with larger bars. f 'phi(a)0.8, :phi(b) 0.9, phi(c) = 0.65 PattOrn:. Irregular I. Total steel area: As 15.24 .in2 at rho = L76% Minimum clear spacing 5.16 in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in'2 X (in) Y (in) .I. 1.27 -9.4 1.5.4 1.27 .0.0 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 1.27 0.0 -15.4 1.27 9.4 -15.4 1.27 -9.4 9.0 1.27 -9.4 0.0 1.27 -9.4 -9.0 1.27 9.4 9.0 1.27 9.4 0.0 1.27 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Nux PhiMnx PhiMn/Mu NA depth. Dt depth epst Phi No. kip k-ft k-ft. in in 1 .672.00 609.00 1421.46 2.334 13.97 33.44 0.00418, ------ 0.830 2 -125.00 603.00 901.31 1.495 5.44 33.44 0.01545 0.900 3 216.00 605.00 '1230.04 2.033 8.31 33.44 0.00907 0.900 End of output ** G1/09/17 177143 PM 1 0 1 0 '1 0 0 0 0 Y / 4-X 0 I I 1A - /(Prnax) 0 I. fs0.5fy/ 0 0 P(kip) 172 )0-------------------------------------------------------- / \ / I 24 x 36 in Code: ACI 31811 Units English Run axis: About X-axis Run option: Investigation lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 16:43:49 2OOOHi6 (Pri1iri) 40O3OOV120O 1600 2000 Mx (k-ft) /LLH------------ (Prnin) I STRUCTUREPOINT spColurnn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB481FB64 I File: g:\ljobs\viasat ps\engineering\design\frames\grid d frame\cols\end c61\12 lvLcol Project: Grid D Frame Column: End Col Engineer: CJ f'c=4ksi fy =60ksi Ag=864inA2 12#l0bars Ec = 3605 ksi Es = 29000 ksi As = 15.24 inA2 rho = 1.76% fe = 3.4 ksi eyt = 0.00206897 in/in Xo 000 in Ix = 93312 in"4 e_u =0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal = 0.85 Min clear spacing = 5.16 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 STRUCTUREPOINT. - spColumn v5.11 (TM) Fage z Licensed to: Culp & Tanner. LiCense ID: 66433-105.6042-4-lFB48-1F864 01/09/17 G:\13QBS\ViaSat PS\ENGINEERING\Design\Frames\Grid D Frame\Cols\End Col\Ll Lvl.col 11339 PM General Information: File Name: G:\1JOBS\ViaSat PS \ENGINEERI NG\De si gn\Frame s \Grid D Frame\Cols\End Col\L1 Lvl.col ( Project: Grid 0 Frame Engineer: CJ Column: End Col Code: ACI 318-11 Units.: English Run Option: Investigation Slenderness NOt. considered Column Type: Structural Run Axis: Biaxial Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy =.60 ksi Ec = 3605 ksi Es = 29000 ksi fc 3.4 ksi Epsyt 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width = 24 in Depth = 36 in Gros section area, Ag = 864 in2 Ix 93312 in4 ly 41472 in4, rx = 10.3923 in ry = .6.9282 In Xo= 0 i ,Yo= Din Reinforcement: Bar Set.: ASTM A615 Size .Diam (in) Area (in2) Size Diam (in) Area .(in2) Size Diam (in) Area (in2) 3 0.38 0.11 it 4 .0.50 0.20 it 5 0.63 0.31 it 6 0.75 0.44 it 7 0.88 0.60 it 8 1.00 0.79 it 9 1.13 1.00 it 10 1.27 1.27 it 11 1.41 1.56 it 14 1.69 2.25 it 18 2.26 4.00 I Confinement: Tied;. *4 ties with #10 bars, #4 with larger bars. ( :hi() = 0.8, phi(b) = 0.9, phi(.c) = 0.65 Pattern: Irregular ..in2 at rho = 1.76% TOtal steel area: As = 1.5.24 Minimum clear spacing = 5.16 in Area in2 .X (in) Y (in) Area in2 X .(in) y (in) Area in:2 X. (in) Y (in) 1.27 0.0 15.4 1.27 9.4 15.4. 1.27 -9.4 15.4 1.27 -9.4 -15.4 1.27 0.0 -15.4 1.27 9.4 -15.4 1.27 -9.4 90 1.27 -9.4 0.0 1.27 -9.4 -S.D 1.27 9.4 9.0 .1.27. 9.4 0.0 1.27 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux. Muy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft k-ft k-ft in in 1 406.00 327.00 31.00 1329.62 126.05 4.066 13.35. 37.18 0.00537 0.90.0 2 -41.00 320.00 4.00 981.97 12.27 3.069 6.29 33.79 0.01324 0.900 3 456.00 657.00 220.00 1055.76 353.53 1.607 17.47 39.47 0.0.0378 0.796 4 -14.00 650.00 31.00 1001.10 47.74 1.540 7.27 34.82 0.01164 0.900 .5 672.00 259.00 2.20.00 680.80 578.28 2.629 18.86 35.18 0.00260 0.695 6 -125.00 258.00 31.00 876.51 105.32 3.397 7.44 36.29 0.01177 0.900 End of output P(kip) 174 :4000- 0 0 0 F I / \ : / / 3000 0 4-x N I 0 0 I "- / I 1. ---- ----- = ~ ------------------------------------ 0 0 0 I // I \\\ 24x361n / Code: ACI 318-11 I---------------------- i000- ---------------------------------------------- Units: English / Run axis: Biaxial - ----- Y Run option: Investigation tenderness Not considered 4 iI4-1 Column type Structural -1800 -1400 :-10qOoo -200 200 600 000 1400 (k 1800 -ft) Bars ASTM A615.0 ) Date 01/09/17 / / Time 16:40:13 (Pmtn) ' - (Pmin) ------------------- STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 I File: G:\lJOBSWiaSat PS\ENG IN EERING\Design\Frarnes\Grid D Frame\Cols\End Col\LI Lvi .col Project: Grid D Frame Column: End Col Engineer: CJ fc=4ksi fy 60 ksi Ag864inA2 12#l0bars Ec = 3605 ksi Es = 29000 ksi As = 15.24 in"2 rho 1.76% fc = 3.4 ksi e.yt = 0.00206897 ln/in Xo = 0.00 in lx = 93312 inA4 eu = 0.003 in/in Yo = 0.00 in ly = 41472 in'4 Betal = 0.85 Min clear spacing = 5.16 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 175 JOB: Via Sat FRAME/LEVEL: Grid D: LI Lvi COL: Grid I2&I4 Cols LEFT FACE OF COL: UT-Frame Bm: PT-Beam (Unbonded) Fy = 60 ksi PT fpu = 270 ksi f 'c = 4.0 ksi Acable = 0.153 fl' b= 24 in Fpt= 108 k h = 49 in #Cables = 4 dop = 46 in d 1 = .24.5 in dbOt = 46 in Ycg = 24.5 in S0= 0.76 fl = 1.00 MDL = 27 k-ft MIL = 4 k-ft MEQ(ult) = 1000 k-ft VOL = 10 k Va= 2 k pV0(utt).- 150 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 k PT Fult bot = 137.6 k MuTOP = 1041 k-ft a = 5.03 in AS REQUIRED = 4.14 ifl ct'Mn = 1115 k-ft As Min = 3.68 in a = 5.86 in As PROVIDED = 4 54 2 Mpr = 1.470 k ft Mn/Mu 1.072 MuBOT = 980 k-ft a = 5.03 in AS REQUIRED = 3.81 in4 cDMn 1115 k-ft As Min = 3.68 in a = .5.86 in As PROVIDED = 4.54 In2 Mpr = 1470 k ft eMnIMu 1.138 ConcWt: NW End Column? N RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) Fy= 60: ksi PT fpu = 270 ksi f 'C 4.0 ksi ACable = 0.153 in' h:= 24.0 in Fpt = 108 k h = 49.0 in .#Cablez = 4 = 46.0 in dpt = 24.5 in dbot = 46.0 in Ycg = 24.5 in 27 k-ft MLL = 4 k-ft pMEQ(utt) = 922 k-ft VDL.= 10 k VLL = 2 k PVEo (ult) = 125 k SECONDARY PTM = 0 k-ft PT Fult top = 137.6 .k PT Fult bot = 137.6 k MuTOP = 963 k-ft a = 5.03 in As REQUIRED 3.72 in2 Wn = 1115 k-ft As Min 3.68 in? a= 5.86 in As PROVIDED = 454 in2 Mpr = 1470 k ft Mn/Mu= 1.159 MuBOT = 902 k-ft a = 5.03 in As REQUIRED 339 in Mn = 1115 k-ft As Min = 3.68 in a = 5.86 in As PROVIDED=. 454 in Mpr = 1470 k ft Mn/Mu = 1.237 Left Bm Stirrup Fy = 60 ksi Clear Span to Left = 15.0 ft Bm MprTop @ Lt Adj Cot = 1747 k-ft Bm Mpr Dot © Lt Adj Cot = 1747 k-ft Ve= 214.4 k VUmax = 229.9 k vuf4= 0.278 ksi vc= 0.000 ksi Av © 12"oc = 1.333 in2/ft Smallest Long. Bar Size = # 8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 5.0 in Left 8mAv@50 oc = 056 in 2 JOINT SHEAR TYPE CONDITION ALLOWABLE 1 (Confined 4 sides) 20 4 1.265 ksi 2 (3 or 20pp. sides) 15 4 0;949 ksi 3 (Alt others) 12 4 0.759 ksi Type (1,2 or 3): 2 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 15.0 ft Bm Mpr Top @ Rt Adj Cot = 1333 k-ft Bm Mpr Bot @ Rt Adj Cot = 1333 k-ft Ve= 186.8 k VUmax = 202.4 k vu%= 0.244 .ksi vc= .0.000 ksi Av©12"oc = 1.173 in2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 5,0 in RtBmAvl50 oc = 049 in2 PVEQ Col AI,OVC = 185 k PVEQ Col Below = 227 k h 01 = 36 in b 01 = 24 in Joint Shear 0,733 ksl < 15 Ifc Load combinations Ultimate Loads: 176 Max Down Above UT-Bm PulA = 291 k MUM = 553 k-ft Mulbi = 32 k-ft Max Up Above UT-Bm Pu2A = 115 k = 553 k-ft MUM = 5 k-ft Max Down Below UT-Bm PUIB = 340 k MUIB = 966 k-ft Mulbi = 216 k-ft Max Uo Below UT-Bm Pu2 = 142 k MUM = 966 k-ft Mu2bI = 30 k-ft LCI: (1 .2+O.2SD5)D+fl L+pEQ LC2: (0.9-0.2Ss)D-pEQ LCI: (1.2+0.2S05)D+fl L+pEQ LC2: (0.9-0.2S05)D-pEQ Load Input 1• '.2nd Level? = YES I Roof Level? = NO Col Cir Eli Above = 7.25 ft Col Cl, Ht Below = 7.92 ft I PDL Above = 175 k PILL Above = 38 k I PEQ(ult) Above = 16 k MDL Above = 0 k-ft MLL Above = 0 k-ft pMEQ (ult) Above = 553 k-ft PDL Below = 263 k 1 PLL Below = 57 k N PPEQ (ult) Below = 40 k I MDL Below = 0 k-ft I MLL Below = 0 k-ft PMEQ (ult) Below = 966 k-ft Biaxial Column? = YES Di. Beam: MDL BAX © CL= 507 kft ham Bax = 35 in MLL WAX © CL 232 k.ft 'slab = 5 in I MPT, BIAX@CL= 291 k-ft Miarsion ult = 0 k-ft I IMinimum Flexural Strength of Columns: YMn cols ~ 6/5*Mn beams (@ Centerline of Joint) Max Down Below Gray Bm PU1Bbj= 453 k MUlBbj = 399 k-ft MuIb = 216 k-ft Max Un Below Gray Bm PU28bI= 157 k MU2Bbj = 399 k-ft Mu 1 = 30 k-ft LCI: (1.2+O.2SDS)Di-fl L+pEQ LC2: (0.9-0.2SDS)D-pEQ Design of Column at Grade Beam: Col M. from SPCol with 4= 1.0: LCI: (1.2+0.2SDS) LC2: (9.9-0.2S05) MnLC1A = 1293 k-ft MnLC2A = 1132 k-ft MnLCIB = 1228 k-ft MflLC2B = 1152 k-ft Sum 2521 Sum 2284 Clockwise Beam Moments: Mn Cols @ CL = 3549 k-ft 615*ZMn Bms@CL 3584 k-ft 0.99 >1.0 OK Counterclockwise Beam Moments: Mn Cols @CL = 3549 k-ft 6/5*Mn Bms @ CL = 3584 k ft 0.99 > 1.0 OK pMRAm tQ (ult)at Base = 831 k-ft Code Level Design: (Phi = Std code values) LC1: (1.2+0.2SD5) LC2: (0.9-0.2SDS) PU,LCI = 453 k PU,Lc2 = 157 k Mu,Lc1 831 k-ft Mu,Lc2 = 831 k-ft LC3: (Ag*fc120) PU,Lc3 = 259 k .MU,LC3 = 831 k-ft Overstrength Design. Mn: (Phi = 1.0) MJZMRAM BM, mAx 1.29 Mn > 1072 k-ft Overstrength Design, Mpr: (Phi = 1,0, 1.255Fy) ZMPR/EMP.AM EM, MAX = 1.53 MPR > 1271 k-ft 's & Ve SHEAR REINFORCEMENT b01 = 24 in 60 ksi h 01 = 36 in h5 max = 9.0 in = 33.0 in # of CO) Verts = 12 (out to out of ties) b = 21.0 in Smallest Cot. Vert = # 8 bc y.dr = 33.0 in # Crossties Y-Dir = 2 Cot CIr Ht Below = 7.92 ft # Crossties X-Dir = 3 f = 6.0 ksi Tie Size = .# 5 Max Tie Spacing = 5.67 in Tie Spacing = 5.0 in Vrn = 0 k V11 = 0 k PVca = 227 k LC1: 1.2+0.2SDs)D+f1L+pEQ LC2: (0.9-0.2S)D-pEQ Vu, LCI = 227 k Vu, LC2 227 k. Ve, Design = 379 k Ve, Design = 346 k vu/4= 0.638 ksi vu/4= 0.582 ksi V, = 0.195 ksi v = 0.000 ksi A= 2.12 in/ft A 2.79 in2/ft LC3: (A9 f'/20) Vu, 1C3 = 227 k Ve, Design = 365 k vuldr- 0.614 ksi v = 0.000 ksi Av = 2.95 in2/ft IFS Cot from SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT 'A' LC1: (1.2+0.2S05). LC2: (0.9-0.2S05) (USED IN DESIGN OF COL ABOVE) MPR,LC1A = 1481 k-ft MPR,LC2A = 1339 k-ft MPRLCIB = 1366 k-ft MPR,LC28 = 1357 k-ft Column Design Moment 'A Above Beam: (NOT USED IN THIS DESIGN, INPUTAS DESIGN MOMENT "C- IN DESIGN OF COL ABOVE) (Design Mpr) MeR bms-cw = 830 k4t M 8 cw = 830 k-ft MPR bms-ccw = 830 k1t MPR cew = 830 k4t DESIGN MOMENT '8' Column Dosian Moment 'B' Below Beam: (Design Mpr) DESIGN MOMENT 'C' MPR brns w = 1449 k ft MPR cw 1366 k ft (INPUT DESIGN MOMENT A FROM MPRbmS.CCW 1449 k1t MPRCCW = 1366 k4t DESGINOFJOINT() LVL BELOW or COL Mpr (ã BASE WHERE OCCURS) COL/8.'A JOINT .4/ LVL BEING DESIGNED COL BEING DESIGNED Column Design Moment 'C'AboVe Beam Ob Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) (Design Mpr) Cot Mpr, LC1: (1.2+0.2SDS): MpR = 1636 k-ft Cot Mpr, LC2: (0.942SDS): MPR•= 1382 •k-ft Cot Mpr, LC3: (Ag'fcI20): MPR 1439 k-ft Ash © 5M" oc = 0.95 in' .Av @5.0" oc = 1.23 in' Ash @5.0" oc = 0.95 in' Ash @5.0" oc = 0.95 in' Av@5.0"oc = 0.89 in' Av@5.0"0c 1.16 in' Av req'd @ 5.0" o&= 1.23 in' AVprov d,Ydi = 1.24 1 Ash req'd Perp @5.0" oc = 1.49 ' AShprovded, X-dir = 1.55 in2 Tie Length = 25.75 ft Tie Weight 64.5 lb/ft I iei - sp..oiuuui .v.ii kiln) Licensed to: Culp & Tanner. License ID: 66433-1056042-41FB481F864 G \1JOBS\ViaSat PS\ENGINEERING\ Design \Frames\Grid D Frame\Cois\Int Co1\L2 Lvi col I General Information: ------------- File Name: G:\lJOBSWiaSat PS\ENGINEERING\Design\FraO\Grid D Frae\Cois\Int Col\L2 Li.col Project: Grid B Frame I Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English - Run Option: Investigation Slenderness:. Not considered Run Axis: X-axis Column Type; Structural Material Properties: Concrete: Standard - Steel: Standard fc = 4 ksi fy = 60 ksi Sc = 3605 ksi Es = 29000 ksi fc .= 3.4 ksi Epsyt = 0.00206897 in/in Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width 24 in Depth = 36 in Gross section area, Ag = 864 in'2. Ix = 93312 in'4 ly = 41472 in"4 rx = 10.3923 in ry =. 6.9282 in Xo= 0i.n Yo= 0 i Reinforcement: Bar Set: ASTM A615 Size Diem (in) Area (in"2) Size Diam (in) Area (in-2) Size Diem (in) Area (in'2) 0.11 050 0.20 4 5 0.63 0.31 . • 0.38 U 6 0.75 0.44 U 7 0.8.8 0.60 4 :8 1.00 0.79 4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied.; #4 ties with #10 bars, #4 with larger bars. ( phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular = 12.98 in2 at rho = 1.50% Total steel area: As Minimum clear spacing = 5.15 in Area in2 X (in) Y (in) Area in"2 X (in) Y (in) Area. in2 .X (in) Y (in) 1.27 -9.4 15.4 0.79 -3.1 15.4 0.79 3.1 15.4 1.27 9.4 15.4 1.27 9.4 -15.4 0.79 -3.1 -15.4. 0.79 3.1 -154 1.27 9.4 -15.4 0.79 -9.4 9.0 0.79 -9.4 0.0 0.79 -9.4 -9.0 0.79 9.4 9.0 0.79 9.4 0.0 0.79 9.4 -90 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth eps_t. Phi No. kip k-ft k-ft in in 1 453.00 831.00 1344.44. 1.618 1.0.00 33.44 0.00704 0.900 .2 157.00 831.00 1074.10 1.293 6.59. 33.44 .0.01223 0.900 .3 216.00 831.00 1133.09 .1.364 7.16 33.4.4 .0.01102 0.900 End of output *** 01/09/17 178o PM o 0 o o 0 0 24 x 36 in Code: ACt 318-11 Units English Run axis: About X-axis Run option: Investigation slenderness: Not considered Column type: Structural Bars: ASTM A615 Date: .0I/09/17 Time: 16:50:48 P(kip) 179 / / / / /-----"--3000------\--- ---------------------- / fs0 V fs0 Vt 'N (Pmax) (Pmax) / fs=0 51yj \ -2000 \fs=0 5fy fs0 ---'\fs0 " 0 5f /Tff \ \\\\ J L 400 8QcY 1200 1600 2000 Mx (k-ft) (Pmin) .J------L------ 10 I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1 FB64 File: G:\1JOBSWiaSat PS\ENG INEERI NG\Design\Frames\Grid D Frame\Cols\lnt Col\L2 Lvl .col Project: Grid D Frame Column: tnt Cot Engineer: CJ ft = 4 ksi fy = 60 ksi Ag = 864 in2 14 bars Ec = 3605 ksi Es = 29000 ksi As 12.98 inA2 rho = 1.50% fc = 3.4 ksi eyt 0.00206897 in/in Xo = 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 in"4 Betal = 0.85 Min clear spacing = 5.15 in Clear cover = 1.9.3 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I b Ku.uruKo.LNr - Sp(OiUfllfl V. ii craj Licensed to: Culp & Tanner. License ID: 66433-1056042-4-lFB48-1EB64 G: \'lJOBS\ViaSat PS\ENGINEERING\Design\ Frames \Grid D Frame\Cols\Int Col\LI Ivl . col ye 01/09/17 18048 PM General Information: ......File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid D Frame\Cols\Int Col\Ll Lvl.col ( Project: Grid 0 Frame I Column';lot Col Engineer; CJ Code: ACI 318-I1 Units: English Run Option: Investigation Slenderness; Not considered Run Axis: Biaxial Column Type: Structural Material Properties: Concrete: Standard Steel: Standard f'c 4 ksi fy = 60 ksi Ec = 3605 ksi I Es = 29000 ksi fc = 3.4 ksi Eps.yt = 0.00206897 in/ in Epsu = 0.003 in/in Retal .= 0.85 Section: I Rectangular: Width = 24 in Depth = 36 in Gross section area, ' Ag = 864 in2 Ix = 93312 in"4 ly = 41472 in'4 ;rx = 10.3923 in ry = 6.9282 in Xo 01n Yo= Gin I Reinforcement: Bar Set: ASTM A615 Size Diam (in) Area .('in2) Size Diam (in) Area (in2) Size Diam (in) Area (in2) I # 3 0.38 0.11 # 4. 0.50 0.20 i( .5 0.63. 0.31 4t .6 0.75 0.4.4 * 7 0.88 0.60 # .8 1.00 0.79 i( 9 1.13 1.00 # 10 1.27 1.27 # 11 1.41 1.56 4 14 1.69 2.25 # 18 2.26 4.00 I , Confinement: Tied; 44. ties with #10 bars, #4 with larger bars. ( 'phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular I Total steel area: As = 12.98 in2 at rho = 1.5.0% Minimum clear spacing = 5.15 in Area in'2 X (in) Y (in) Area in2 X '(in) Y (in) Area in2 X (in) Y (in) 1.27 -9.4 15.4 0.79 -3.1 15.4 0.79 3.1 15.4 I 1.27 9.4 15.4 1.27 -9.4 -15.4 0.79 -3.1 0.79 3.1 -15.4 1.27 9.4 -15.4 0.79 -9.4 9.0 0.79' -9.4 0.0 .0.79 -9.4 -9.0 0.79 9.4 9.0 9.4 0.0 0.79 9.4 -9.0 I 0.79 Factored Loads and Moments with Corresponding Capacities: Pu Nux Muy phlMnx PhiMny PhiMn/Mu 'NA depth Dt depth 'epst Phi No kip k-ft k-ft k-ft k-ft in in I 1 291.00 553.00 31.00 1190.43 66.73 2.153 9.95 35.82 0.00792 0.900 2 115.00 553.00 4.00 .1029.86 7.45 1.862 6.39 33.67 0.01290 .0.900 3 340.00 966.00 220.00 1140.09 259.65 1 180 14.66 39.56 0.00510 0.900 142.00 966.00 31.00 1052.11 33.76 1.089 7.32 34.52 0.01142 0.900 5 I 453.00 399.00 220.00 830.80 458.09 2.082 17.05 37.33 0.00357 0.778 6 157.00 399.00 31.00 1057.53 82.16 2.650 8.73 36.10 0.00954 0.900 I End of output P (kip) 181 -. _4O00r o o 0 0 ,• -' O 0 --------- / 1 -'S /3000f - x 0 / / / \ / I \ N A :• / (Pmax) (Pmax) : : /1 24 x 36 in Code ACi318-11 1000 Units: English Run axis Biaxial -1-- Run option: Investigation . VI lenderness Not considered ".. 6 2 4 / I-- —F--I--ks ------ ,4— —F—+----- Column type Structural -1800 -1400 -100O -600 -200 200 6004000 1400 1800 Bars ASTM A615 N ,r M (3 ) (k-ft) -------- ----- ------------------ -----;----- -----------.5 ---- Date 01/09/17 (Pmin) N (Pmin) Time: 16:48:41 - --------------------------------'-1000-------------------------- I STRUCTUREPOINT - spColUmn v5.11 (TM). Licensed to: Cuip & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 File: G:\1.JOBS\ViaSat PS\ENGINEERING\Design\Fram.es\Grid D Frame\Cols\lnt Col\LI Lvl .col Project: Grid D Frame Column: Int Col Engineer: CJ ft = 4 ksi fy 60 ksi Ag = 864 inA2 14 bars Ec = 3605 ksi Es =29000 ksi As = 12.98 inA2 rho = 1.50% fc = 3.4 ksi e_yt 0.00206897 in/in Xo = 0.00 in Ix = 93312 in'4 e_u = 0.003 in/in Yo = 0.00 in ly = 41472 inA4 Betal =0.85 Min clear spacing = 5.15. in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 182 IBC DUCTILE FRAME BEAM DESIGN Ver. 7.4 JOB: Via Sat Conc Wt: NW FRAME/LEVEL: Grid D: Li Lvi End Column? N COL: Grid 13 Col LEFT FACE OF COL: RIGHT FACE OF COL: UT-Frame Bm: PT-Beam: (Unbonded) UT-Frame Bin: PT-Beam:. (Unbonded) Fy = 60 ksi PT fpu = 270 ksi Fy= 60 ksi PT fpu = 270 ksi fc 4.0 ksi ACabIG • 0.153 in' fC= 4.0 ksi ACabIe 0.153 in' b = 24 in Fpt = 108 k b = 24.0 in Fpt= 108 k h = 49 in #Cabies = 4 .h = 49.0 in #Cabtes = 4 d 0 = 46 in d 1 = 24.5 in d10 = 46.0 in dpt = 24.5 in dbot = 46 in yCg = 24.5 fl dbOt = 46.0 in Ycg = 24.5 in SDS= 0.76 fi = 1.00 MOL = 27 k-ft MDL = 27 k-ft MLL = 4 k-ft MLL = 4 k-ft PMEQ (ult) = 942 k-ft PMEQ (ult) = 942 k-ft VOL = 10 k VOL = 10 k VLL = 2 k VLL = 2 k PVea (ult) = 125 k PVEQ ON 125 k SECONDARY PTM = 0 k-ft SECONDARY PTM 0 k-ft PT Fult top = 137.6 k PT Fult top = 137.6 k PT Fu lt bot = 1137.6 k PT Fult bot = 137.6 k MuTOP = 983 k-ft a = 4.63 in MuTOP = 983 k-ft a = 4.63 in As REQUIRED = 382 in' Mn 1015 k-ft As REQUIRED = 3.82 in' Mn = 1015 k-ft As Min = 3.68 in2 a= 5.36 in As Min = 3.68 in2 a= 5.36 in As PROVIDED = 400 in2 Mpr = 1333 k ft As PROVIDED 4.001 in2 Mpr = 1333 k ft Mn/Mu = 1.033 4Mn!Mu = 1.033 MuBOT = 922 k-ft a = 4.63 in As REQUIRED = 3.50 in' 0Mn = 1015 k-ft As Min = 3.68 in2 a = 5.36 in AsPROVlDED 400 in2 Mpr = 1333 kft DMn/Mu= 1.102 M:IY; Left Bin Stirrup Fy = 60 ksi Clear Span to Left = 15;0 ft Bm Mpr Top @ Lt Adj Col = 1470 k-ft Bm Mpr Bot @ Lt Adj Col = 1470 k-ft Ve= 186.8 k VUrnax = 202.4 k vu!4= 0.244 ksi vc= 0.000 ksi Av © 12"oc = 1.173 in Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 5.0 in Left BmAv50 0c 049 In2 TYPE CONDITION ALLOWABLE 1 (Confined 4 sides) 20 4 1,265 ksi 2 (3 or 2 opp. sides) 15 4 0.949 ksi 3 (All others) 12 4 0.759 ksi Type (1,20r3): 2 MOOT = 922 k-ft a = 4.63 in As REQUIRED 3.50 in' DMn = 1015 k-ft As Mm 3,68 in2 a = 5.36 in ..As PROVIDED = in2 Mpr= 1333 k-ft 'Mn/Mu = 1,102 Rt Bm Stir. Fy = 60 ksi Clear Span to Right = 1.0 ft Bm Mpr Top @ Rt Adj Col = 1470 k-ft Bm Mpr Bot @ Rt Adj Col = 1470 k-ft Ve = 186.8 k VUma,= 202.4 k vu14= 0.244 ksi vo= 0.000 ksi Av@12"oc = 1.173 1n2/ft Smallest Long. Bar Size = #8 Stirrup Size = #4 Max. Stirrup Spacing = 6.0 in Use 5.0 in RtBmAvi50 oc 049 in2 PVEQ Col Above = 181 k PVEQ Col BC!OW = 217 k h 0, 36 in b 01 = 24 in Joint Shear O.552 ksi < 15 4fc I I Minimum Flexural Strength of Columns: LMn cols 2 6/5*Mn beams (@ Centerline of Joint) I Cot from SPCoI with =1.0: LCI: (1.2+0.2SD5) LC2: (0. MnLc1A = 1277 k-ft MnLC2A = 11 1 MnLC1B = 1225 k-ft MnLC2B = 11 Sum 2502 Sum 23 Clockwise Beam Moments: Mn Cols © CL = 3601 k-ft I 6/5*Mn Bms @ CL = 3277 k-ft 1.' Counterclockwise Beam Moments: I Mn Cols @CL 3601 k-ft 6/5 *Mn Bms @ CL = 3277 k-ft 1.' I 183 COLUMN ULTIMATE DESIGN MOMENTS AND OVERSTRE Load Input Load combinations 2nd Level? = YES Ultimate Loads: I Roof Level? = NO Max Down Above UT-Bm (1.2+0.2S0s)D+f1L+pEQ Col CIr Ht Above = 725 ft PUIA = 275 k Cot CIr Ht Below = 7.92 ft MUIA = 536 k-ft I 32 k-ft DL Above = 175 k Max Up Above UT-Bm (0.9-0.2S0s)D-pEQ PILL Above = 38 k Pu2A = 131 k I PEQ (ult) Above = 0 k MuM = 536 k-ft Muni = 5 k-ft MDL Above = 0 k-ft MLL Above = 0 k-ft Max Down Below UT-Bm (1.2+0.2S0s)D+f1 L+pEQ I PMEQ (ult) Above = 536 k-ft Pu18 = 324 k Mu18 = 929 k-ft DL Below = 263 k MUIbI = 216 k-ft I LL Below = 57 k Max Up Below UT-Bm (0.9-0.2S05)D-pEQ PEQ (ult) Below = 0 k PU25 = 158 k Mu29 = 1929 k-ft I MDL Below = 0 k-ft Muni = 30 k-ft I MLL Below = 0 k-ft PMEQ (ult) Below = 929 k-ft Max Down Below Gray Bm (1.2+0.2SDS)D+I1L+pEQ i PUIBbI = 413 k Biaxial Column? = YES DT-Beam: MUlabI = 387 k-ft MDL BIAX@CL= 507 kft h5m 51a5 = 35 in MUlbI= 216 k-ft • MLL BIAX©CL= 232 kft tslab = 5 in Max Up Below Gray Bm (0.9-0.2SDS)D-pEQ I MPT, BIAX©CL= 291 k-ft PU2eit = 197 k IVITorsion, ult — - Mu2Bbj — 387 - ft Mu 1 = 30 k4t Design of Column at Grade Beam: Column Checks: (Load Combos, Overstrength) PMRAM EQ (ult) at Base = 792 k-ft )0.2S05) 17 k-ft Code Level Design: (Phi= Std code values) 69 k-ft LCI: (1.2+0.2SDs) LC2: (0.9-0.2SDS) 16 PU,Lc1 413 k PU,Lc2 = 197 k MU,LC1 = 792 k-ft MLLLC2 = 792 k-ft LC3: (A9*f/20) PU,Lc3 = 238 k MU,LC3 = 792 k-ft 10 > 1.6 Ok: Overstrength Design, Mn: (Phi = 1.0) Mfl/ZMPAM SM MAX = 1.20 Mn> 949 k-ft Overstrength Design, Mpr: (Phi = 1.0, 1.25*Fy) tO > i:0' OK MPWMRMBM MAX = 1 42 MPR> 1121 k-ft I' I bcoi = 24 in = 36 in 33.0 in. (out to out of ties) b0 x.dfr = 21.0 in bcy.dlr = 33.0 in Col Cir Fit Below = 7.92 ft V, 5.5 ksi F 1 = 60 ksi h5, max = 9.0 in #of Col Verts= 12 Smallest Col. Vert = #8 # Crossties Y-Dir = 2 # Crossties X-Dir = 3 Tie Size = #5 Max Tie Spacing = 5.67 in Tie Spacing = 50 in 4 of CROSSIIES Y-DRECTION X.DIRECT ION of CROSS TIES )cDIRECIION 184 Col from SPCol with 4) = 1.0 & 1.25*Fy: DESIGN MOMENT W LC1: (1 2-i-O.2Sos) LC2: (0.9-0.2SDS) (USED IN DESIGN OF COL8OVE( MPR,LCIA = 1465 k-ft MPR,I..C2A = 1354 k-ft MPRLcIB = 1372 k-ft MPRLC2B = 1373 k-ft Column Design Moment 'A Above Beam: (NOT USED :/f.f THIS. DESIGN, INPUT AS DESIGN MOMENT 'C" IN DESIGN OF COL ABOVE) (Design Mpr) MFR bms-cw = 759 k-ft MPR,,, = 759 k-ft MpR,bmscw = 759 .kft MPRCCW 759 k-ft DESIGN MOMENTB Column Design Moment 'B Below Beam: (Design Mpr) DESIGN MOMENT MpRbmscw 1316 k-ft MpR 1316 k-ft (INPUT DESlGNMOMENTA'FROM MPR, bms-ccw = 1316 k-ft MPR cew = 1316 k-ft DESGIN OF JOINT.4) (VL BELOW or COL Mpr (4? B/E WHERE OCCURS) Column Design Moment 'C' Above Beam Level Below: (INPUT COLUMN Mpr STRENGTH @ BASE) COI/BM JOINT (4) (Vt BEING DESIGNED. COL BEING DESIGNED Col Mpr, LC1: (1.2+0.2SDS): Col Mpr, LC2: (0.9-0.2SDS): Col Mpr, LC3: :(Agfc/20) (Design Mpr) 1,610 k-ft MPR = 1421 k-ft MPR = 1439 k-ft - s & Ve SHEAR REINFORCEMENT VDL = 0 k VLI = 0 k PVEQ (ufi) = 217 k LCI: (1 2+O.2S05)D+fl L+pEQ Vu,LC1 = 217 K Ve, Design = 369 k vu/4= 0.622 ksi v 0.184 ksi A 2.10 0/ft LC2: (0.9-0.2S)D-pEQ Vu, LC2 = 217 k Ve,Deslgn = 346 k vu/4r= 0.582 ksi vc = 0.000 ksi A,,= 2.79 iñ2lft LC3: (A9*f0i20) VU, .LC3 = 217 k Ve, Design = 348 k vu/4= 0.586 ksi v = 0.000 ksi A 2.81 in2/ft Ash @ 5.0" oc = 0.87 in' Ash @ 5.0" oc = 0.87 ifl' Av @ 5.0 oc = 0.88 in' Av @5.0" 00 = 1.16 Ifl Avreq'd5.0"oc= 1.17 in' AvPO .,d VI,, = 1.24 n Ash req'd PerpI5.0' cc = 1.36 in' AShprovided X-thc = 1.55 in 2 Ash @ 5.0" oc = 0.87 in' Av@5.0 0c= 1.17 in' Tie Length = 25.75 ft Tie Weight 64.5 lb/ft I STRUCTUREPOINT - spCoiumn vb.11 (TM) Licensed to:. Culp & Tanner. License ID: 66433-.1056042-4-1F948-1FB64 G':\.lJOBS\ViaSat PS\ENGINEERING\Design\Frames\Gri.d D Frame\Cols\Int C0l\L2 Lvi Grid 13.co]. 01/09/17 18558 PM General ]nformatiori: File Name: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Frames\Grid D Frame.\Cols\In. . .\L2 Lvi - Grid 13.col I Project: Grid D Frame Column: mt Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness.: Not considered Run Axis: X-axis Column Type.: Structural Material Properties.: Concrete: Standard f'c = 4. ksi Ec = 3605 ksi ic = 3...4 ksi Epsu = 0.003 in/in Betal = 0.85 Section: Rectangular: Width. = 24 in Gross section area, Ag = 864 in2 Ix = 93312 in'4 rx = 10.3923 in xo = 0 in Reinforcement - Bar Set: ASTM A615 Size Diem (in) Area (in2) Size Diam (in) Area (in2) Size Diam (in) Area (in"2) I 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 0.31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 4 10 1.27 1.27 4 11 1.41 1.56 I 4 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, 4(4 with larger bars:. f .phi(a) = 0.8, phi(b) = 0.9, phi(c) : = 0.65 Pattern: Irregular I Total steel area: As = 12.98 jn2 at rho = 1.50% Minimum clear spacing = 515 in Area in'2 X (In) Y (in) Area .ii2 .X (in) Y (in) Area in2 X (in) I (in) I 1.27 -.9.4 15.4 0.79 -3.1 15.4 0.79 3.1 15.4 1.27 9.4 15.4 .1.27 -9.4 -15.4 0.79 -3.1 -15.4 .0.79 3.1 -15.4 1.27 9.4 -15.4 0.79 -9.4 9.0 0.79 -9.4 0.0 0.79 -9.4 -9.0 0.79 9.4 9.0 I 0.79 9.4 0.0 .0.79 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMt/Mu NA depth Dt depth epst Phi I No. kip k-ft k-ft in in 1 413.00 792.00 1312.36 1.657 9.46 33.44 0.00761 0.900 2 197.00 .792.00 1114.24 .1.407 6.97 33.44 0.01140 0.900 3 216.00 792.00 1133.09 1.431 7.16 33.44 .0.01102 0.900 End of output *** Steel: Standard fy =60ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Depth = 36 in ly = 41472 in4 ry = 6.9282 in Yo= 0in 24 x 36 in P (kip) -2000:-1600::-1200:*Q-400 (Prnjn) : 400 8çi 11200 1600 2000 Mx (k-ft) ------------------------- Code: AOl 318-11 Units: English Run axis: About X-axis .Run. option: Investigation 3lenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 16:58:38 I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1F848-1FB64 File: G:\1JOBS\Via8at PS\ENGINEERING\Design\Frarnes\Grid D Frame\Cols\lnt Col\L2 Lvl - Grid 13.col Project: Grid D Frame Column: Int Col Engineer: CJ fc = 4 ksi fy = 60 ksi AQ = 864 in'2 14 bars Ec = 3605 ksi Es = 29000 ksi As = 12.98 inA2 rho = 1.50% fc = 3.4 ksi e..yt = 0.00206897 in/in Xo = 0.00 in lx = 93312 inA4 e_u = 0.003 in/in Yo = 0.00 in ly=41472inM Betal = 0.85 Min clear spacing = 5.15 in Clear cover= 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 PhiMny PhiMn/Mu 'NA 'depth Dt depth k-ft. in in 70.14 2.192 9.85 35.91 9.76 1.951 6.60 33.75 261.92. 1.213 14.55 39.58 34.49 1.150 7.50 34.56 461.75 2.138 16.56 37.26 85.04 2.835 9.27 36.26 Pu Mux Muy PhiMnx No. kip k-ft k-ft k-ft 1 275.00 536.00 32.00 1174.76 2 131.00 536.0.0 5.00 1045.76 3 324.00 929.00 216.00 1126.50 4 158.00 929.00 30.00 1068.15 '5 413.00 387.00 ' 216.00 827.31 6 197.00 387.00 30.00 1096.96 epst Phi 0.00806 0.900 0.01247 0.900 0.00517 0.900 0.01108 0.900 0.00375 0.793 0.00.882 0.900 I t'L .3J,J'..,JLJZtUL VJ . Li, LflJ Licensed to: Cuip & Tanner. License ID: 664337 056042-4-lFB48-1FB64 G:\1JOBS\ViaSat •PS\ENGINEERING\Design\Frames\Gi'd D Frame\Cois\Int Coi\Ll Lvi - Grid i.col General Information: File Name: G:\lJOBSWiaSat PS\ENGINEERING\Design\Frames\Grid 0 Frame\Cols\Iri.. .\Ll Lvi - Grid 13.coi ( Project: Grid D Frairie Column: mt Col Engineer: CJ Code: ACI 318-11 I Units: English Run Option: Investigation . Slenderness: Not considered Axis: Biaxial Column Type: Structural I Run .Material Properties: Concrete: Standard Steel: Standard f'c = 4 ksi fy = 60 ksi Ec = 3605 ksi I Es = 29000 ksi Ic = 3.4 ksi Eps_yt = 0.00206897 in/in. Epsu '= 0.003 in/in Betal = 0.85 I Section: ectangular: Width = 24 in Depth = 36 in Gross section area, Ag = 864 in2 Ix = 93312 in'4 ly = 41472 .in'4 I rx = 10.3923 in ry = 6.9282 in Xo= .0 in Yo= 0 i I Reinforcement: Bar Set: ASTN A615 Size Diam (in) Area (in2.) Size Diari (in) Area (in2) Size Diam (.in) Area (in2) 4 3 0.38 0.11 4 4 6.56 0.20, 4 5 0.63 0.31 4 6 0.75 0.44 4 7 I 0.88 0.60 4 8 1.00 0.79 4 9 1.13 1.00 # 10 1.27 1.27 4 11 1.41 1.56 4 '14 1.69 2.25 4 18 2.2,6 4.00 Confinemefit: Tied; 44 ties, with #10 bars, 44 with larger bars. .'phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 12.98 = 5.15 in"2 at rho 1.50% Minimum clear spacing in Area in2 X (in) Y (in) Area in2 X (in) Y (in) Area in'2 X (in) Y (in) 1.27 -9.4 15.4 0.79 -3.1 15.4 0.79 3.1 15.4 1.27 9.4 15.4 1.27 -9.4 -15.4 0.79 -3.1 -15.4 0.79 3.1 -15.4 1.27 9.4 -15.4 0.79 -9.4 '9.0 0.79 -9.4 0.0 '0.79 -9.4 -9.0 0.79 9.4 90 0.79 9.4 0.0 0.79 9.4 -9.0 Factored Loads and Moments with Corresponding Capacities: 01/09/17 10756 PM. End of output *'** 1 (- P(kip) 188 to- - - ----------------------------------------------- ------------- N N _ N .........\ :62 4<" -I---i -1800:-1400 1 100O N00 -200 200 60,9//1000 1400 1800 M (30) (k-ft) (Pmtn) "" (Pmin) -i000------------------------------------------------------------ I STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Culp & Tanner. License ID: 66433-1056042-4-1FB48-1FB64 I File: G:\IJOBS\ViaSat PSENGlNEERlNG\Design\Frames\Grid D Frame\Cols\lnt CoI\LI Lvi - Grid 13.coi o 0 0 0 ------------- 3 / Y 300 : o 4—X 0 /7 o / / I 3' °0 ° 24x36in Code: ACt 318-11 I---- Units: Enghsh A Run axis Biaxial Run option: Investigation . \ tenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 01/09/17 Time: 16:57:13 Project: Grid D Frame Column: tnt Cot Engineer: CJ fc=4ksi fy 60 ksi Ag=864inA2 14 bars Ec = 3605 ksi Es 29000 ksi As 12.98 inA2 rho = 1.50% fc=3.4ksi e_yt = 0.00206897 in/in .Xo = 0.00 in Ix = 93312 inA4 eu = 0.003 in/in Yo =0.00 in ly = 41472 inA4 3etal = 0.85 Min clear spacing = 5.15 in Clear cover = 1.93 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65