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HomeMy WebLinkAbout2456 TOWN GARDEN RD; STRUCT; CBC2016-0049; Permit (2)CBC2016-0049 STRUCTURAL CALCS PART 3 OF 4 Structural Calculations for Via Sat Bressi Ranch Parking Structure Phase 1 Carlsbad, California Volume 2B //2OFESS/o rn December 5,, 2016 * OF C 7AIILO~ C U L P & TA. N N E R 55 Independence Circle, Suite 201 Chico, California 95973 — It 530.895.3518 FAX 530.895.3544 structural engineers ctchico@culpandtanner.com 2J1 OItD-JD04q Via Sat Bressi Ranch Parking Structure Volume 2B Gravity Analysis December 5, 2016 TABLE OF CONTENTS 1. Columns 24" SG Exterior Columns ......,.,.,...... 1 24" Interior Columns 32 24" x 30" Interior Girder Columns .....,,,,.......,..................,........... 52 24" x 30" Interior Ramp Columns ............. ............................................. 82 2. FIGS Loads.,........ .................... .......................... ............................................. 116 Type Spread Footings ........................................................................119 Grid B.8 /1 — 8 Cont. FIG .................................. ................................ 142 Grid 9 / 3.9 - C.7 Cont. FIG ............... ....... ........... ......................... ....... 166 Grid D/11-23 Cont. FTG... ............................................................ ....187 Elevator Shaft Combined Mat Foundation .............................................243 3. Misc. CIP Spandrel Walls .............................................................................271 8" CMU Walls at Elevated Slabs .............................................................272 8" CMU Walls at SOG ......................................................................... 279 Ramp Walls .......................................................... ............................. 284 Entrance Sign Support ........................................................................295 1 Ver 14.0 bco DL @ CL PTM @ CL 1.2D+1.6L LL @ Left Rihi r eft Thpht' rr CT 0 -433 0 267 -585 -208 0 -438 0 344 1 -508 -204 Torsional. Mmnt (UI!) 0 0 Rf Lvi: Mcol Typ Lvi: Mcol Beam Depth = 35 in I I I I I I I I I I , I I I I I I. I I. I Gravity Column Design ACI .31•8}. Grid A/19-20 Ext Col Biaxial Col: NO b 01 = 24 in Sds = 0.76 h 0 = 24 in fl= 1.0 d 01= 21.5 in d 01 ydir = 215 in fY verts (ksj)= 60 (out to out of ties) b = 21 in Smallest Cot Vert = # 7 = 21 in # Crossties y = I lix max = 9 in # Crossties X-ciir = 1 Ag = 576 in 2 fy (ksl)= 60 Ach = 441 in. shear 075 .Axial Load # of Elevated Levels = 3 (9 Max) Roof 3rd 51 102 153 7 10 10 23 46, 69. 0 0 0 20 20 1133 1133 1133 Beam MPR Moments from B6 Desizn +EQ@4JR -EQ@MPR X-Axis Left Right Left Right Mu @ CL Beam MPR Moment @ Column Face--'J..0 606 0 -922 -611 1030_j Beam MPR Shear 0 __5 _0 _108 Dead Load Add'l Dead Load = Live Load = Ad&l Live Load = % LL Reduction = Fir to Fir Height = Moments from PT Run .X-Axis: Column Flexural Design Values 2 1.4D= L2D+l.6L= Add] Seismic Loads (1.2+0.2Sds)D+f1L+E (0.9-0.2Sds)D-E = Roof 3rd 2nd Pu MUY-Y Pu Mu, MuYny Pu Mu, 81 287 167 167 252 176 106 483 202 234 304 261 0 0 0 0 0 0 101 435 198 213 299 237 43 52 89 6 135 Column Reinf Reinf Layers II X-Axis Layers 1&3: As Dist from Col CG = Layer 2: As Dist from Col CG = Roof 3rd 2nd 3.92 2.60 2.60 9.50 9.30 95() 2.08 1.20 1.20 0.00 0.00 0.0() Column MPR Moments X-Axis: (1.2+.2Sds)D+f1L: Top of BM (0.9D-0.2Sds)D: Top of BM (1.2+.2Sds)D+flL: Bot of BM (0.9D-0.2Sds)D: Bot of BM Roof 3rd 2nd -- . .459 523 417 450 654 523 584 615 450 481 Roof 3rd 2nd 36 24 18 0.093 0.061 0.046 0.135 0.145 0.303 0.000 0.000 0.000 70 45 26 0.181 0.116 0.068 0138 0.149 0.160 0.043 0.000 0000 118 91 45 0.306 0235 0.117 0.138 0.148 0.159 0.168 0087 0.000 115 91 .45 0.296 0235 1. 0.117 0.000 0.000 0.141 0.296 0:235 0.000 0.296 0.235 0.000 Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.00 4.50 ..4.50 0.47 0.42 0.00. 0.51 0.58 0.58 0.60 0.60. 0.60 086 096 096 I Column Shear Design I -Shear // Y-.Axis: i.4D: Vu I vs Vu I vu/p vc I vs= (:1.2+0.2Sds)D+f1L+E Vu il= I vc= VS (6.9-0.2Sds)D-E: Vu = I ye vs v.sreqId I 1,. I I I I Transv Reinf I Tie Size = I Tie Spacing (5.25 in Max) = Shear 1/ Y-Axis: AVYF d (in2) = Ashy, (in 2) = I Av OVId, (in") = ,kvyTd'YtoVided Shear /I X-Axis: I Ashx, (in) = X-& (in2) = I = 3 0.51 0.58, 0.58 0.60 0.60 0.60 086 096 096 Licensed to: Culp & Tanner. License ID: 64483-1049463-4-.1F548-1F864 1/9/16 g:\ijobs\viasat ps\engineering\design\cois\ext cols\grid a 19-20 ext cOl - rf lvLcol 10I1 AM General Information; File Name: g:\ljobs\viasat ps\engineering\de sign \cols\ext cols\grid a19-20 ext col - rf lvl.col roject: Grid A/19-20 Ext Col Column: 24" SQ Col Engineer: CJ Code: ACI 318-11 Units: English Run Option; Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Mc = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section;± ectangular: Width = 24 in Depth = 24 in Gross section area, Ag. = 576 in'2 Ix = 27648 in4 ly 27648 in4 rx = 6.9282 in ry 6.9282 in Xo.= 0 i Yo Din Reinforcement: Bar Set: ASTM M15 Size Diam (in) Area (in2) Size Diam - Area 7. Size Dian i) area (i2 4 3 0.38 0.11 4 4 0.50 0.20 4 5 0.63 031 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 1.27 1.27 .4 11 1.41 L56 4 14 1.69 2.25 4 18 2.26 4.00 Confinement; Tied; 44 ties with. 410. bars, 44 with larger bars.. phi(a) = 0.8, phi(b) = 0.9, ph (c) = 0.65 sttern: Irregular .otal steel area: As = 9.92 ,1n'2 at rho = 1.72 Minimum clear spacing 8.18 in Area in2 X LnI V in Area in ^2 X (.r) " tsr Area a i2 k (j -) ' (_r', 1.44 -9.4 9.4 1.04 0.0 94 1.44 9.4 9.4 1.44 -9.4 -9.4 1.04 0.0 -9,4 1.44 9.4 ,-9,4 104 -9.4 0.0 1.04 9.4 0.0 Factored Loads and Moments with Corresponding Capacities: -- Pu Mux PhlMnx PhiNn/Mu NA depth Dt depth epst Phi No. kip k-ft k--ft in in 1 81.00 287-00 499.91 i.742 4.%54 21.44 0.01116 0.900 2 106.00 483.00 517.73 1.072 4.79 21.44 0.01041 0.900 3 101.00 43.5.00 514.20 1.182 4.74 21.44 0.01056 0.900 4 43.00 52.00 472.22 9.081 4.17 21.44 0.01240 0.900 *** End of output *** 0 Y .0.. 4-x IN 0 0 I 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Jenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 10:41:13 P(kip) 5 --1800T- (Pmax) ..(Pmax) / / -------------- i000- ............................................................. 'fsU5fy'.fs=0.5fy .. .H 600+ ., . I . . -..... ....................... \\ ------------- 3 2 -790 .. -500 -300 -100 100 300 590 700 Mx (k-fl) -200 (Pmin) (Pm in) spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 F848-1 FB64 File: g:\ljobs\viasat ps\engineering\design\colsext cols\grid a_i 9-20_ext col - rf M.col Project: Grid Ni 9-20 Ext Col Column: 24" SQ Col Engineer: CJ ft = 4 ksi fy = 60 ksi Ag = 576 inA2 Ec = 3605 ksi Es = 29000 ksi As = 9.92 inA2 fc = 3.4 ksi Xo = 0.00 in e/u=0.003 in/in Yo = 0.00 in Betai = 0.85 Min clear spacing = 8.18 in Confinement: Tied phi(a) = 0.8, phi(b) 0.9, phi(c) = 0.65 8 bars rho = 1.72% Ix = 27648 inA4 ly = 27648 inA4 Clear cover = 1.89 in Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1F948-1F564 11/19/16 g:\1obs\viasat ps\engineering\design\cois\ext cols\grid a 19-20 ext cal - typ lvl.col 1(638 AN General Information:. File Name: g:\lobs\viasat ps\engineering\design\co.is\ext cols\gxid a 19-20 ext col - typ lvl.col Pr03ect: Grid A/19-20 Ext Cal Column; 24° SQ Cal Engineer: CJ Code: ACI 318-11 Units: English Run Option: investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural. Material Properties: f'c 4k51 fy =60ksi Sc = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Setal = 0.85 Section Rectangular: Width 24 in Depth = 24 in Gross section area, Ag = 576 in'2 Ix = 27648 in4 ly = 27648 in4 rx = 6.9282 in iv = 6.9282 in Xo= Din Yo= Din Reinforcement: Bar Set: ASTM A615 Size Dies' (i'-) Area (zr'2) Size Diesi n area (zr'2) Sze Diem in) Area (i2) * 3 0.38- 0.11 8 4 0.5-01 0.20 # 3 3 0.31 * 6 0.75 0.44 # 7 0.88 0.60 8 8 1,00 0.79 8 9 143 1.00 8 10 1.27 127 4 11 1.41 1.56 8 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, *4 with larger bars. phi(s) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area; As = 6.40 in2 at rho = 1.11% Minimum clear spacing = 8.43 in Area in2 X (in) Y (in)Area Lr.2 X (in) Y (10) Area in2 X (in) Y (in) 1.00 -9.4 9.4 0.60 0.0 9.4 1.00 94 94 1.00 -9.4 9.4 0.60 0.0 9.4 1.:00 9.4 -4 0.60 -9.4 0.0 0.60 9.4 00 Factored Loads and Moments with Corresponding Capacities: Pu Mux PniMnx PhiNn!MuNA depth Ct depth epst Phi No kip k-ft k- ft in 1 167.00 167.00 417.42 2.500 463 21.44 0.01088 0.900 2 202.00 234.00 441.62 1.887 5..05 21.44 0.00974 0.900 3 198.00 213.00 438.90 2.061 5.00 21.44 0.00987 0.900 4 89.00 6.00 360.55 60.091 3.79 21.44 0.01393 0.900 5 252.00 176.00 474.53 2.696 5.67 21.44 0.00835 0.900 6 304.00 261.00 506.48 1.941 6.34 21.44 0.00714 0.900 7 299.00 237.00 503.51 2.125 6.28 21.44 0.00725 0.900 8 135.00 4.00 394.57 98.642 4.27 21.44 0.01205 0.900 End of output P(kip) 7 (Pmax) .(Pmax) 0 0 0 - - y • x '•-.- 7t2OO fs=O : - fs=0 5fy 800 4- . I --------------- 24x241n . H Code: ACt 318-11 Units; English Run axis: About X-axis . Run option: Investigation lenderness: Not considered AL . Column type: Structural ........................--------------------- -600 -400 200 0 ________ 200 . * 400 600 Bars: ASTM A615 4 . I . Mx (k-ft) Date 11/19/16 ----------------- 1/ Time 10:39:01 (Pm in) (Pmin) -400 - spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 1 File: g:\ljobs\viasat ps\engineering\design\cols\ext cols\grid a_19-20_ext col - typ lvl.col Project: Grid A119-20 Ext Cot Column: 24" SQ Col fc=4ksi fy=60ksi Ec = 3605 ksi Es = 29000 ksi fc=3.4ks1 e_u = 0.003 in/in Engineer: CJ Ag = 576 inA2 As 640 inA2 Xo 0.00 in Yo =0.00 in 8 bars rho = 1.11% Ix = 27648 jA4 ly = 27648 inA4 Betal = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Gravity Column Desin{AC1 3181 Grid B.8/1 Ext Col Biaxial Col: NO b 01 = 24 in Sds = 0.76 h 0 = 24 in fl= 1.0 d 01 x-dir = 21.5 in dcolydjr = 21.5 in fY verts (ksi)' 60 (out to out of ties) bcx jr = 21 in Smallest Col Veil = # 7 b ydir = 21 in # Crossties y = 1 hx max = 9 in # Crossties X-dir = 1 Ag = 576 in fy (ksi)= 60 Ach= 441 in 4>shear = 0.75 Ver Axial Load # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load = Add'l Dead Load = Live Load = Add'l Live Load = % LL Reduction Fir to FlrHeight 35 70 105 5 7 7 .9 18 27 0 0 0 0 1 20 J 20 11.33 11.33 1 13.33 Moments from PT Run _X-Axis. DL @ CL PTM @ CL 1.2D-11.6L LL @ Left Ri2ht Left RI2ht Mmnt i ci CL RfLvl: Mcoi Typ Lvi: Mcol Beam Depth = 49 in 0 -255 0 145 [ -259 1 -61 0 -255 0 I 73 [ -333 -63 Torsional Mmnt (Ult) 0 Beam MPR Moments from Beani Z)esn +EQ@MPR -EQ@MPR X-Axis Left Right Left Right Mu CL Beam MPR Moment @ Column Face=[0 965 0 -965 -982 I 1062 [ Beam MPR Shear = 0 17 0 97 Column Flexura1Ueslzn Values Ell 1.41) 1.2D+I.6L Addi Seismic Loads= (1 .2+0.2Sds)D+f1L+E (0.9-0.2Sds)D-E = Roof 3rd 2nd Pu Mu Pu Mu MuY-V Pu Mu 56 161 115 162 174 180 62 193 121 165 183 194 0 0 0 0. 0 0 63 194 125 166 189 194 30 34 61 76 93 82 Column Reinf Reinf Layers II X-Axis Layers 1&3: As= Dist from Col CG Layer 2: As= Dist from Col CG = Roof 3rd 2nd f: 3.912 2.60 2.60 9.50 9.50 . 950 r108 1.20 1.20 [ 0.00 1 0.00. j, ..0.0() Column: MPR MonieÜt X-Axis: (I.2+.2Sds)D+fIL: Top of BM = (0.9D-0.2Sds)D: Top of BM = (I.2+.2Sds)D+fIL: Bot of BM (0.9D-0.2Sds)D: Bot of BM Roof IM 2nd 449 494. 424 .447 649 494 538 626 447 471 Côlinnn. Shear Design 10 Shet ft Y-Axis: L4D: Vu VC = VS = 1.2D+1.6L: Vu viil vc VS = (1.2+0.2Sds)D+fl L+E: Vu = vu/4 = yc VS= (0.9-0.2Sds)D-E: Vu = vc vs =E vs. req'd Roof 3rd 2nd 25 25 16 0.065 0.065 0.041 0.133 0.139 0.146 0.000 0.000 0.000 32 29 17 0.084 0.075 0.044 0.133 0.140 0.147 0.000 0.000 0.000 127 94 40 0.328 0.242 0.103 0.000 0.140 0.147 0.328 0.102 0.000 125 94 40 0.322 0.242 0.103 0.000 0.000 0.000 0.322 0.242 0.103 0328 4,142 0103 Transv Reinf fc (ksi) = Tie Size = Tie Spacing (5.25 in Max) Shear II Y-Axis: Avy' (in) = Ashy,,, (in) = Avpmvj yj, (in 2) = ded = Shear II X-Axis: Ashx,, (in 2) = X-& (in) = = Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.50 4.50 4.50 0.59 0.44 0.19 0.58 0.58 0.58 0.60 0.60 0.60 098 096 09 0.58 0.58 0.58 0.60 0.60 0.60 096 096 096 Licenseo to: CUiD & Tanner. License ID: 66433-10.56042'-4-1F848-1F864 12/ 02 /16 G: \100BS\ViaSat PS\ENGINEERING\Design\Cols\Ext Cols\Grid B.8 I Ext Col.co.l 237 PM General Information: File Name: G:\1JOBS\VaSat PS\ENGINEERING\Des.ign\Cois\Ext Cols\Grid B.81Ext Coi.coi Project: Grid 8.8/1 Ext Col Colthun: 24" SQ 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 fg 3.4 ksi Epsu- 0.003 in/in Beta1, 0.85 Section: Rectangu..a Width = 2.1 in Gross section area, Ag = 576 in2 ix 27648 in4 ±x.= 6.9282 in Xo= Oln Reinforcement: Steel: Standard ty =60ksi Es = 29000 ksi Eps_yt = 0.00206897 in/in Depth a 24 in ly 27648 in4 ry 6.9282 in Yea 0 in U Bar Set: ASTM A615 Size Diam tin) Area i2) 0 3 0.38 0.11 0 6 0.5 0.44 U 0 9 1.13 1.07 4 14 1.69 2.25 Size Diam (in) Area (iri2) 4 4 0.50 0.20 0 7 0.88 0.60 0 10 1.27 1.27 4 18 2.26 4.40 Size Diem (•I:)) Area.,(in2) 0 5 0.63 01 0 8 l..00 0..79 4 ii 1.41 l.56 Confinement: Tied; 44 ties with 410 bars, 44 with larger bars., oh.i:(a;, = 0.8, phi(b) = 0. 9, phi(c) = 0.65 Pattern: Irregular Total steel area: As 6.40 in-2 at rho = 1.11% Minimum clear spaclng = 8.43 in Area in2 X (in) Y (in) Area rn2 X rn) I (jr.) Area in2 X (in) I (in) 1.00 -9.4 9.4 060 0.0 9.4 1.00 9.4 9.4 1.00 -9.4 r94 0.60 0.0 r94 1.00 9.4 -9.4 0.60 -9.4 0;0 0.60 9.4 0.0 Factored Loads and Moments with corresponding Capacities: Pu Mux P.hiMnx PhiWn/Wu NA depth Ct depth epst Phi No i' -f t k-.ft _r in 1 56.00 161.00 335.48 2.084 3.46 21.44 0.01556 O.900 2 62.00 193.00 34006 1.762 3.52 21.44 0.01526 O900 3. 6300 194.00 340.82 1.757 3.53 21.44 0.01521 0;900 4 3000 34.00 315.37 9.275 3.23 21.44 0.01693 0.900 5 115.00 162.00 379:92 2.345 4.06 21.44 0.01285 .900 6 121.00 165.00 38434 2.329 4.12 21.44 0.01260 0900 7 l25:OO 166.00 387.28 2.333 4.16 21.44 0.01244 O:900 8 6100 76.00 339.29 4.464 3.51 21.44 0.01531 0,.900 9 1 74.00 180.00 422.33 2.346 4.71 21.44 0.01064 0.900 10 183.00 194.00 428.59 2.209 4.82 21.44 0.01034 900 11 189.00 194.00 432.74 2.231 4.89 21.44 0.01015 0900 12 93.00 82.00 363.55 4.434 3.83 21.44 0.01380 .900 **:* End of output 0 0 y 0 4—X 0 0 0 0 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 12/02/16 Time: 14:57:16 STRUCTUREPOINT - spColumn v5.11 (TM). Licensed to: Gulp & Tanner. License ID: 66433-1056042-4-1 FB48-1 FB64 File: G:\1JOBSkViaSat PS\ENGINEERING\Design\Cols\Ext Cols\Grid 13.8j_Ext Cot cot Project: Grid B.8/1 Ext Cot Column: 24" SQ Cot Engineer: CJ fc =4 ksi fy = 60 ksi Ag = 576 in'2 8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.40 ia"2 rho = 1.11% fc = 3.4 ksi eyt = 0.00206897 in/in Xo = 0.00 in Ix = 27648 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 27648 in '4 3etal = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 I Gravity Column Design {ACI 3181 Grid B.8/2-8 Ext Cols Biaxial Col: NO I bcol = 24 in Sds = 0.76 h 1 = 24 in fl= 1.0 d 01= 21.5 in I 21.5 in fy verts (kSi) 60 (out to out of ties) b,,,-di, = 21 in Smallest Cal Vert = # 7 I b = 21 in # Crossties Y,& = 1 I hx = 9 in # Crossties X-di, = I Ag= 576 in2 fy (ksi) 60 I Ach = 441 siiear = 0.75. Axial Load, I # of Elevated Levels ,= 3 (9 Max) — Roof 3rd 2nd Ver I DL @ CL PTM @ CL L2D+1.6L LL @ .X-Axis:. Left Right Left Right M1rWt®:CL CL I Typ Lvi: Mcol Beam Depth = 35 in 0 -198 Rf Lvi: Mcoi_______________________________________________ 0 183 -225 -107 0 -247 0 226 -263 -120 1 Torsional Mnmt (Ult) 37 74 111 7 19 19 17 34 51 0- ____ 0 if 0 L 20 20 1133 1133 1133 I Dead Load Add'! Dead Load Live Load I Add'l Live Load• % LL Reduction — Fir to Fir Height= I Moments from PT Run I Beam MPR Moments from Beam Design +EQ@MPR -EQ@MPR X-Axis Left Right Left Right,,Mu CL I Beam MPR Moment ® Column Face 0 562 0 -809 -564 I 906 Beam MPR Shear = 0 2 0 97 Column Flexural Design Values 14 1 .4D = 1.2D+1 6L= Addi Seismic Loads= (1 .2+0.2Sds)D+f1L+E= (0.9-0.2Sds)D-E Roof 3rd 2nd Pu Mu., Mu, Pu Mu Mu Pu Mu Mu. 62 78 140 74 218 78 80 . 181 164 115 252 130 0 0 0 0 0 0 76 154 162 102 252 115 33 28 75 . 16 117 19 col um, u.Reinr Reinf Layers II X-Axis Layers 1&3: As = Dist from Col CG. Layer 2 As = Dist from Col CG = Roof 3rd 2nd 3.92 2.60 2.60 9.50 95O 9.5() 2.08. 1.20 . 1.20 0.00 000 000 ColurnnMPR Moments X-Axis: (1.2+2Sds)D+f1L: Top of BM= (0.9D-0.2Sds)D: Top of BM = (12+.2Sds)D±fl L: Bot of BM (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd 459 523 417 450 654 . 523 . 584. 615 450 1 481 I I I I I I 1 I I I I I I I I I I I-. I Transv Reinf fc (ksi) = Tie Size = Tie Spacing (5.25 in Max) = Shear II Y-Axis: Avy (in)= AShy,mm (in) = Av (in2) Avy/Avy1, = Shear f/X-Axis: Ashx, (in) = AVprovi, Xlir (in 2) = AV&/AVXpmyjd 2nd 8 0.028 0.027 0.020 0.133 0.270 0.294 0.000 0.000 0.000 30 23 13 0.077 0.060 0.034 0.135 0.277 0.303 0.000 0000 0000 112 80 40 0.290 0.207 0.103 0.000. 0.144 0.154 0.290 0.062 0.000 108 80 40 0.280 0.207 0.103 0.000.:, 0.000 0.139 0.280 0.207 0.000 0.290 0.207 0000 Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.00 4.50 4.50 0.46 0.37 0.00 0.51 0.58 0.58 0.60 0.60 0.60 0.86 0.96 0.96 0.51 0.58 0.58 0.60 0.60 0.60 086 096 096 vc = vs= 1.2D+1.6L: Vu vc = VS = (1.2+0.2Sds)D+f1L+E: Vu vuI4 = vc = vs = (0.9-0.2Sds)D7E: Vu vc = VS = vs req'd = Column Shear Desi. Shear// Y-Axis: Roof 3rd 1.4D: Vu vu/+= 11 11 15 Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1F848-1F364 11/19/16 g:\liobs\viasat ps\engineering\design\cols\ext cols\grld b.8 2-8 ext col -- typ ivi.col AN General Information: File Narse g:\lobs\viasat ps\engiieering\design\cols\ext ccls\grid b.9 2-8_ext col - typ ivl.c1 Project.: Grid 3.8/2-8 Ext Col Column: 24" SQ Col Engineer: 03 Code: ACI 318-11 Units: English Run Option: Investigation ±Ufl Awls: X-axis Material Properties: f'c '=4ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in Beta! = 0.85 Section: Rectangular: Width = 24 in Gross section area, Ag = 576 02 Ix =. 27648 in4 rx = 6.9282 in Xc 0 in Reinforcement Slenderness: Not considered Column Type: Structural fy = 60 ksi Es = 29000 ksi Depth = 24 in ly 27648 in4 ry 6.9282 in Yo= 01n Bar Set: ASTNA615 Size Diem (in) Area (in2) Size Diem (in) Area (n2) Size Diam (to) Area )tr.2) 4 3 0.0 011 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 9 1.00 0.79 4 9 1.13 1.00 * 10 1.27 1.27 #11 1.41 1.56 4 14 1.69. 225 4 18 2.26 4.00 Confinement: Tied; *4 ties with 410 bars, *4 with larger bars. .Dhi(a) = 3 8 ptb = 3 9 phi (c) = 0.65 ?attern: Irregular .'Total steel area; As = 6.40 in2 at rho = 1.11% Minimum clear spacing = 8.43 in Area in^2 X (in) Y (in) Area in2 X 1.n) Y (in) Area in2 X (in) I (in) 100 -9.4 94 060 0.0 9;4 1.00 9.4 9.4 1.00 -9.4 -9.4 0.60 0.0 -9,4 1.00 9.4 -9.4. 0_60 -9.4 0.0 0.60 9.4 00 Factored Loads and Moments with Corresponding Capacities: Pu Mux Phi)4nx PhiSin/Mu NA depth DL depth eps_t P11.1 No kip k-ft k-ft in in 3. 62.00 78.00 340.06 4.360 3.52 21.44 0.01526 .0.900 2 80.00 181.00 353.76 1.955 3.70 21.44 0.01439 0.900 3 76.00 154.00 350.72 2.277 3.66 21.44 0.01458 0.000 4 3300 28.00 317.70 li.346 3.25 21.44 0.01677 0.900 5 140.100 74.00 398.16 5.381 4.33 21.44 0.01186 0.900 6 164.00 115.00 415.30 3.611 4.60 21.44 0.01098 0.900 7 162.00 102.00 413.89 4.058 4.53 21.44 0.01105 0.900 8 75.00 16.00 349.96 21..873 3.65 21.44 0.01463 0,900 9 218,00 78.00 452.37 5.800 5.24 21.44 0.00927 0.900 10 252,00 130.00 474.53 3.650 5.67 21.44 0.00835 0.900 11 252.00 115.00 474.53 4.126 5.67 21.44 0.00835 1.100 12 11700 19.00 381.40 20.074 4.08 21.44 0.01277 0.900 *** End of output 0 0 y 0 0 1 0 0 0 24x24in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Iënderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 11:18:20 File: g:\ljobs\viasat ps\engineering\design\cols\ext cols\grid b.8_2-8_ext col - typ lvl.col Project: Grid B.8/2-8 Ext Cot Column: 24" SQ Col rc=4ksi Ec36O5ksi fc=3.4ksi eu= 0.003 in/in Betal = 0.85' I): Confinement: Tied fy = 60 ksi Es = 29000 ksi Engineer: CJ Ag = 576 in"2 As = 6.40 in'2 Xo = 0.00 in Yo =0.00 in Min clear spacing = 8.43 in 8 bars rho = 1.11% Ix = 27648 inA4 ly = 27648 inA4 Clear cover = 2.00 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 18 Ver 14.0 Gravity Column Design {ACI 318} Grid D116-22 Ext Cols Biaxial Col: NO = 24 in Sds = 0.76 h= 24 in fl= 1.0 d 01 x-dir = 21.5 in d 01 y-ciir = 21.5 in veTts (ksi) 60 (out to out of ties) b x-di, = 21 in Smallest Col Vert = # 7 = 21 in # Crossties y = 1 hx MaX = 9 in # Crossties x- = 1 Ag = 576 in fy (ksi)= 60 Ach = 441 in2 4) shear = 0.75 Axial Load I of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load = Add'l Dead Load = Live Load = Add'1 Live Load % LL Reduction = Fir to Fir Height = Moments from PT Run 52 104 1.156 7 10 10 23 46 69 0 0 0 0 20 20 11.33 11.33 11.33 X-Axis: DL @ CL PTM @ CL 1.2D-41.6L LL @ Left Right Left Riht MmnuaCL CL RfLvl: Mcol Typ Lvi: Mcol Beam Depth= 35 in 0 -455 0 270 -605 -206 0 -507 0 283 -697 -232 Torsional 0 HH Beam MPR Moments from Beam Design ±EQ @ MPR -EQ @ MPR X-Axis Left Right Left Right Mu CL Beam MPR Moment Column Face= 0 580 0 -871 -591;1.;:981 I Beam MPR Shear =_0 _11 _0 _110 Roof 3rd 2nd 1: 3.92 2.60 2.60 9.50 , 950 90 2.08 1.20 1.20 L000 000 uoo Roof 3rd 2nd 478 545 - 434 469 676 545 607 636 469 1 502 Column Flexural Design Values 19 I 1.2D+1.6L= Addi Seismic Loads = (1.2+0.2Sds)D+f1L+E I (0.9-0.2Sds)D-E I I I 1 I Column Reinf I Reinf Layers /1 X-Axis Layers l&3: As Dist from Col CG I Layer 2: As Dist from Col CG = I I I I Column MPR Moments X-Axis: I (1.2+2Sds)D+fl L: Top of BM (0.9D-0.2Sds)D: lop of BM (1 .2+.2Sds)D+fl L. Bot of BM I (0.9D-0.2Sds)D: Dot of BM = I Roof 3rd 2nd Pu Mu MuY-Y Pu Mu Mu ,Mu 306 169 MUIV 83 265 493 204 279 108 340 r30 0 0 375 0 0 450 0 103 200317 347 44 61 91 79 80 Column Shear Desi 20 Shear// Y-Axis: 1.4D: Vu VC vs 1.2D+ 1.6L: Vu vc vs (1.2+0.2Sds)D+fl L+E: Vu vuI$t = VC = VS = (0.9-0.2Sds)D-E: Vu = vu/= vc = VS = vs req'd Roof 3rd 2nd 42 38 28 0.108 0.097 0.073 0.136 0.145 0.155 0.000 0.000 0.000 77 62 38 0.199 0.159 0.098 0.138 0.149 0.160 0.061 0.010 0.000 118 87 43 0305 0.224 0.112 0.138 0.148 0.160 0.167 0.675 0.000 114 87 43 0.295 0.224 0.112 0.000 0.000 0.142 0.295 0.224 0.000 0.295 1 0.224 0.000 Transv Reinf fc (ksi) Tie Size= Tie Spacing (5.25 in Max) = Shear II Y-Axis: Avy. (in 2) = Ashy,, (in 2) = Av, (in2) = Ayvy = Shear II X-Axis: Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.00 4.50 4.50 0.47 0.40 0.00 0.51 0.58 0.58 0.60 0.60 0.60 086 1 096 096 2 Ashx,1 (in ) = Av X-dfr (in 2) = AvA = 0.51 0.58 0.58 0.60 0.60 0.60 086 096 096 I Licsnsed to: Culp & Tanner. License ID: 64483-1049463-4-11848-1F364 11/19/16 C JO8S\V_aSit DS\2hG_\EER1NG\Desgn\Cois\E Cols'Grid 016-22 Zxt Col - t L 1 c 11.32 AM I General Information: File Name: G:\1JOBS\Vi.aSat PS\ENGINEERING\Design\Cols\F;xt Cols\Grid 0 16-22 Ext Col - Rf Lvl.col ?roect: Grid 0/16-22 Ext Col I Colin-24" SQ Col Engineer: CO 2cde Ac: 318-11 Units: English Run Option: investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural I Material Properties: fc= 4 ksi fy = 60 ksi 3605 ksi Es = 29000 ksi Ultimate strain 0.003 in/in I Betal 0.85 Section: I Rectangular: Width 24 in Depth = 24 in Cros serior eros Ag - 5'6 z n. 2 Ix 27648 ir4 T 27648 i:n4 I = 6:9282 in ry = 6.9282 in Xo•'= 0 i •?0 0 i Reinforcement: I Bar Set: AST1 A615 Size Diam (in) Area (in2) Size Diem (in) Area (in2) Size Diara (in) Area (in2) 43 3R 0 4 050 020 -0 5 063 031 #6 375 044 4 088 060 #8 100 379 4 9 1.13 1.00 # 10 1.27 1.27 4 11 1.41 1.56 4 14 69 2.25 4P 2.26 4.H Confinement: Tied; #4 ties with #10 bars, 94 with larger bars I phi (a) = 0 8 phi(b) = ( 9 ohr(c = 0.65 Patter= Irrect.ar . Total steel area: As = 9.92 in2 at: rho = .1.72% M_rinr dent spacing - 8 18 in I Area in" X (in) Y (in) Area in2 X (rn) Y (in) Area in2 X (in) Y (in) 1.44 ' -9.4 .4 1.04 0.0 8.4 1.44 9.4 9.4 1.44 -9.4 -9.4 1.04 0.0 -9.4 1.44 9.4 -9.4 I 1.04 9.4 0.0 1.04 9.4 6.0 Factored Loads and Moments with Corresponding Capacities: phiNrix PhiMn/Mu NA depth Dt depth epst Phi No. kip k-ft k-ft. in in 11. 83.00 306.00 501.35 1.638 4.56 21.44 c01110 0.900 2 108.00 493.00 519.14 1.053 4.81 21.44 001036 0.900 3 103.00 450.00 515.61 1.146 4.76 21.44 0.01050 0.900 I 44.00 61.00 472.93, 7.753 4.18 21.44 :0.01237 0.900 End of output P(kip) 22 (Pmax) (Pmax) o y 14001- I X 0 H; JS-0 y, o 0 ---/ 1000-'- I - fs=05f I / \fs=05fY .1 1 I; \_ 600- 24 x 24 in Code ACI 318-11 - - \ \ Units: English . 'A,' // * Run axis: About X-axis Run option: Investigation XIIV 4. lenderness: Not considered -700 -500 \ -300 -100 100 . 300 ' 50 700 Mx (k-ft) Column type: Structural Bars: ASTM A615 Date 11/19/16 t Time: 11:32:24 LLL 0 IIIcL.. .. I 1 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\1J0BS\ViaSat PS\ENGINEERING\Design\Cols\Ext Cols\Grid D_1.6-22_Ext Col - Rf Lvl.col Project: Grid D/16-22 Ext Col Column: 24" SQ Col Engineer: CJ ?c=4ksi fy =60ksi Ag=576inA2 8bars Ec = 3605 ksi Es = 29000 ksi As = 9.92 inA2 rho = 1.72% fc = 3.4 ksi Xo = 0.00 in lx = 27648 inA4 I e_u=0.003in/in Yo = 0.00 in ly = 27648 inA4 .;3etal = 0.85 Min clear spacing = 8.18 in Clear cover = 1.89 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Licensed to Culp Tanner. License ID 6483-1349463-1-1F3 8-1Fr4 C \..JOBS\.aSit PS\F\GI'4EERINC\DLaj.cr\Cols\Fxt Cols\Crid 3 16-22 Ex Co.].- Ivo _\l ol General Information- File Ext Co.). - Typ Lv1.col Project Grid D/16-22 Ext (01 Column 24 (>Q Co Engineer: C Code: ACT 318-Il Units: English Slenderness; Not considered Column Type: Structural Run Option: Investigation Ruii Axis: X-axis I Material Properties.: ....... f'c = 4 ksi EC = 3605 ksi Ultimate .strain 0.003 in/in I Bet1 = 0.85 Section: I Rectangular Width = 24 in Ghóss section area, Ag = 576 jj: Ix = 2"68 rn4 rx = 6.9282 in XO: 0 in Reinforcement: fy =60ksi Es = 29000 ksi Depth = 24 in Iy = 27648 in4 ry = 6.9282 in 10= Din Mar Set: ASTM MIS Size Diani (in) Area (in2) .3 0.38 0.11 4 :6 0c75 0.44 4 9 ll3 1.00 4 14 l69 2.25 Si 4e Diarn (in) Area (in"2) * 4 0.50 0.20 4 7 0.88 060 4 10 1.27 1_27 4 18 2.26 Size Diam (in) Area (in2) 5 063 0.31 4 8 1;00 0.79 4 11 1.41 1.56 - Confinement: Tied; 44 ties with 410 bars, #4 with larger bars.: I phi(a) = 0 $ pn. b) = 0 ph_(c = O,.05 'Pattern: irregular Total steel area s = 6.40 in^2 at rho = 1.11% Minimum clear spacing = 8.43 in Area 1n2 X (in) I (i) Area ir2 A (in) 1 (in) Area iri2 X (in) I (fl) 100 - 9 060 CO 94 100 94 94 LOU -9.4 -9.4 0.60 0.0 -9.4 1.00 9,4 -94 0.60 -9.4 0.0 0.60 9.4 0.0 Factored Loads and Moments with Corresponding Capacities Pu Mux PhiMnx phiMn/Mu NA depth Dt depth epst Phi kip -- k-ft k-ft in in 169.00 265 .00 418.83 580 4.66 21.44 £ C 381 0-900 2 204.,00 340.00 442.97 1.303 5.07 21.44 0.00968 0.900 3 200.00 317.00 440.26 1.389 5.02 21.44 0.00980 0.900 4 91.00 7900 362.05 4.583 3.81 21.44 0.01389 0.900: 5 256.00 279.00 477.07 1.710 5.72 21.44 0.00825 0.900 6 308.00 375.00 508.84 1.357 6.40 21.44 0.00706 0.900 7 303.00 347.00 505.89 1.458 6.33 21.44 0.00716 0.900 8 137.00 80.00 396.02 4.950 4.30 21.44 0.01197 0.900 *** End of output I [••-_- -•----1-------:--- - -600 -400 \200 I.. .: t------- 0 0 Y 0 4 0 0 0 0 24 x 24 in Code: ACI 318-11 I .1 I I I I I I I I I I Units: English Run axis: About X-axis Run option: Investigation anderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 11:30:52 spColumn v4.81 Licensed td: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1FB64 File: G:\1J0BS\ViaSat PS\ENGINEERING\Design\ColsExt ColsiGrid D_16-22_Ext Col - Typ Lvicol Project: Grid D/16-22 Ext Col Column: 24" SQ Col Engineer: CJ f'c =4 ksi fy =60 ksi Ag = 576 in'2 8 bars Ec = 3605 ksi Es = 29000 ksi As = 6.40 in'2 rho = 1.11% fc = 3.4 ksi Xo = 0.00 in lx = 27648 in e_u = 0.003 in/in Yo = 0.00 in ly = 27648 in"4 .eta1 = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 25 Gravity Column Design fACI318 \er 14.0 I Grid A17-15 Ext Cols Along Ramp Biaxial Col: NO b 01 = 24 in Sds = 0.76 I h 01 = 24 in fl = 1.0 dCOlX fr = 21.5 in 1 dcoiyjir= 21.5 in verts (1) 60 (out to out of ties) b...-di, = 21 in Smallest Col Vert = # 7 - bcyir = 21 in # Crossties y dir = 1 I hx = 9 in # Crossties X dir = 1 Ag = 576 in' fy (ksi)= 60 L I Ach = • 441 1112 4) shear = 0.75 Axial Load, I # of Elevated Levels 2 (9 Max) Roof 2nd I Dead Load 49 98 Add'l Dead Load = 7 10 Live Load= 21 42 I Add'l Live Load 0 0 % LL.Reductlon:=j 0 20 Fir to Fir Height = 11 33 1133 I Moments: trout PT Run I DL ( CL PTM CL 1.2D±1.ÔL LL ( Torsional X-Axis Left Right Left Right 'Thrt @ CL CL Mmnt (L ) Rf Lvi Mcoi 0 -394 0 227 -533 180 I Typ Lvi Mcol_0 _-450 _0 _268 _-592 _200 EI0 0 Beam Depth = I 35 in I ________ Beam zn MPR Moent from Beam Design I +EQ @ MPR -EQ @ MPR X-Axis Left Right Left Right Mu Ca, CL Beam MPR Moment @ Column Face= 0 577 0 -862 589 971 I Beam MPR Shear--_0 112 _0 ___109 Column Flexural DesignValues 26 1.4D = 1.2D+L6L Add] Seismic Loads (1.2+0.2Sds)D+f1L+E = (0.9-0.2Sds)D-E Roof 2nd Pu Mu PuMUx-x Muy y 78 271 161 237 101 435 192 317 0 0 0 0 97 397 JE8 295 42 59 60 Column Reinf Reinf Layers II X-Axis Layers 1&3: As = Dist from Col CG Layer 2: As Dist from Col CG Roof 2nd [ 3.81 2.60 F 9.50 9.50 L2.54 1.20 I 0.00 0.00 Column MPR Moments X-Axis: (1.2+.2Sds)D+f1L: lop of BM= (0.9D-0.2Sds)D: Top of BM (1.2+.2Sds)D+flL: Bot of BM (0.9D-0.2Sds)D: Bot of BM = Roof 2nd 473 . 433 682 538 645 466 Column Shear Design 27 Shear// Y-Axis: 1.4D: Vu= vu/ vc vs = 1.2D+1.6L: Vu= vuJ= vc = vs = (1.2+0.2Sds)D+fIL+E: Vu = vuI= vc VS= (0.9-0.2Sds)D-E: Vu vu vc = vs = vs req'd = Roof 2nd 37 24 0.095 0.062 0.135 0.144 0.000 0.000 67 32 0.174 0.083 0.138 0.148 0.036 0.000. 1[8 43 0306 0111 0.137 0.147 0168 0.600 115 43 0.296 0.111 0.000 0.000 0.296 0.111 0296 0111 Transv. Reinf fc ksi) = Tie Size = Tie Spacing (5.25 in Max) = Roof 2nd 4.0 4.0 #4 #4 4.00 4.50 Shear II Y-Axis: Avy (jn) = Ashy,, = Y-dir (in) = Avy/Avy 0, = Shear II X-Axis: Ashx, (in 2)0.51 0.58 Avprovided, X-& 2 (in ) 0.60 0.60 Av/Avx 1 = 086 0,96, 0.47 0.20 0.51 0.58 0.60 0.60 086 096 L,icensea to: uulp & Tanner. License ID: 64483-1049463-4-1F948-1F364 11/19/16 G:\lJOBS\ViaSat PS\ENGINEERING\Des.ign\Cols\Ext Cols\Grid A7-15 Ext Col Along Ramp - Rf Lv1.col 04 PM General Information: File Name: G:\lJOSS\ViaSat PS\ENGINEERING\Design\Cols ... \Grid A7-15 Ext Col Along Ramp - Rf LvLcol Project: Grid A/7-15 Ext Col Column: 24" SQ Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: fc 4 ksi fy = 60 ksi- EC 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: 1 Rectangular: Width = 24 in Depth = 24 in Gross section area, Ag = 576 inA2 I x = 27648 in4 ly = 27648 tn4 rx = 6.9282 in ry = 6.9282 in Xo= 0 i Yo= 0i.n Reinforcement Bar Set: ASTM A615 Size D1aD (in) Area n2) Size Diem (in) Area (i'2) Si2e D...an i' Area (.n2' #3 038 011 4 4 050 020 S 03 03 4 6 0.75 0.44 0 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 1169 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 Layout: Rectangular 'Pattern: All Sides Equal (Cover to transverse reinforcement) Total steel area: As = 10.16 in2 at rho Minimum clear spacina = 9.10 in 8 #10 Cover = 1.5 in Factored Loads and Moments with Corresponding Capacities; ---------------------- Pu Mux PhiMn.x PhiMn/Nu NA depth Pt depth epst Phi No. kip k-ft k--ft in in 78.00 271.00 504.03 1.860 4.78 21.36 0.01040 0.900 2 101.00 435.00 520.06 1.196 5.03 21.36 0.00975 0.900 3 97.00 397.00 517.29 1.303 4.98 21.36 0.00986 0.900 4 42.00 59.00 478.35 8.108 4.42 21.36 0.01149 0.900 End of output I 0 0 0 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation I Column type: Structural Bars: ASTM A615 I Date: 11/19/16 Time: 12:04:20 I P(kip) 29 (Pmax) (Pmax) 1000, fs=0.5fy fs0.51y '----2OO- - -700 -500 300 -100 100 300 500 700 -200 Mx (k-ft) ..Li(Pmin) spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Cols\Ext Cols\Grid A_7-15_Ext Col Along Ramp - RI LvJ.col Project: Grid A/7-15 Ext Col Column: 24" SQ Col fc=4ksi Ec=3605ks1 fc=3.4ksi e_u = 0.003 in/in Betal = 0.85 Confinement: Tied fy = 60 ksi Es = 29000 ksi Engineer: CJ Ag = 576 inA2 8 #10 bars As = 10.16 ir2 rho = 1.76% Xo = 0.00 in lx = 27648 inA4 Yo = 0.00 in ly = 27648 inA4 Min clear spacing = 8.10 in Clear cover = 2.00 in phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 .0 .Uip & J.Taflfler. i c e n s e LW b44i1U494b3-4-1FB45-1fl3t4 11/19/16 g:\ljobs\viasat ps\engineeririg\design\cols\ext cols\grid a 7-15 ext col along ramp - typ IvI-col PM General information: File Name: g:\liobs\viasat ps\engineering\design\col ... \grid a 7-15 ext col along ramp - typ lvLcol ?roi.ect: Grid A/7-15 Ext Col Column: 24" SO Col Engineer: CJ Code: AC.I 318-11 Units: English Run Option: investigation Slenderness: Not considered Run Arms: X-axis Column Type: Structural Material Properties: fc = 4 ksi fy = so ksi Ec = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betal = 0.85 Section: 1 Rectangular: Width = 24 in Depth = 24 in Gross section area, Ag = 576 in2 Ix = 27648 in4 Zy 27648 in4 rx = 6.9282 in ry = 6.9282 in XO= 01n Yo= 0 in Reinforcement: Bar art: TM A615 Size Dian (in) Area (in-2) Sze Diam (in) Area (in2) Size D.am (...n) Are. (r2' 4 3 038 0.11 # 4 0.50 0.20 # 5 0.;.63 0.31 * 6 075 0.44 # 7 0.88 0.60 * 8 100 0.79 # 9 1.13 1.00 # 10 1.27 1.27 4 11 i:41 1.56 * 14 1.69 2.25 4 18 2.26 4.00 Confinement: Tied; #4 ties with #10 bars, 4(4 with larger bars: phi(a) = 0.8, phi (b) = 0.9, phi (c) =: 0.65 Pattern: Irregular Total steel area: As 6.40 in2 at rho Minimum clear spacing = 8.43 in Area in2 X (in) F (in) Area th"2 X (in) F (in) Area in2 X(in) I (in) 1.00 -9.4 94 0,60 0.0 9.4 1.00 9.4 9.4 1.00 -9.4 -94 0.60 0.0 -9.4 1.00 9.4 -9r4 0.60 -94 0.0 0..60 9.4 0.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiNnx PhiMo/Nu NA depth Ut depth eps_t Phi No.. kip k-ft k-ft in in 31 237.00 413.18 1.743 4.56 21-1 .44 0.01109 0.900 2 19200 317.00 434.80 1.372 4.93 21.44 0.01005 0.900 3 189.00 295.00 432.74 1.467 4.89 21.44 0.01015 0.900 4 86.00 60.00 358.32 5.972 3.76 21.44 0.01412 0.900 End of output Y 4—x o 0 0 I I Code' ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation ,nderness: Not considered Column type: Structural I Bars: ASTM A615 I Date: 11/19/16 Time: 12:01:14 P (kip) 31 1600r (Pmax) (Pmax) fs=0i : 1s0 A 8O04- ------------------- - 32 4 -600 -400 -200 0 200 400 600 Mx (k-ft) I / .. (Pmn) Pmtn) * 400 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: g:\ljobs\viasat psengineering\design\coIs\ext cois\grid a_7-15_ext col along ramp - typ lvi col Project: Grid A/7-15 Ext Col Column: 24" SQ Col I Ec = 605 ksi Es = 29000 ksi l fc=3.4ksi eu=0.003 in/in 'ta1 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Engineer: CJ Ag = 576 in'2 8 bars As = 6.40 jnA2 rho = 1.11% Xo =0.00 in lx=276481n'4 Yo = 0.00 in ly = 27648 1n k4 Min clear spacing = 8.43 in Clear cover = 2.00 in Gravity Cohiiun Desig ACI 311 Grid C/13-18 hit Cols Biaxial Col: NO bcol = 24 in Sds = 0.76 h 01 = 24 in fi= 1.0 21.5 in dCoiYd1r 21.5 in fy verts (1) 60 (out to out of ties) b = 21 in Smallest Col Vert = # 7 b = 21 in # Crossties y = I lix max = 9 in # Crossties Xdir = 1 Ag = 576 ifl2 fy (ksi)= 60 Ach = 441 in' 4) shear = 0.75 Axial. Load # of Elevated Levels = 3 (9 Max Roof 3rd 2nd Ver NO Dead Load = Add!l Dead Load = Live Load Add'l Live Load. % LL Reduction Fir to Fir Height = Moments from ET Run 110 220 330 5 5 48 96 144 0 0 0 0 20 20 11.33 11.33 11.33. = X-Axis: DL @ CL PTM @ CL L2D+1.6L LL @ Left Rihi Left Ri1fl MmnIC1. CT. Rf Lvi: Mcol Typ Lvi: Mcol Beam Depth = 35 in -611 -659 366 382 -341 187 -602 -635 362 365 -379 -214 Torsional Mmnt (Uft) 0 0 Beam MPR Moments from Beam Design +EQ @ MPR -EQ @ MPR X-Axis: Left Right Left •Riht Mu® CL m BeaMPRMoment@ColumnFace=_-1144 408 414 -1106 -1689 1655 BeamMPRShear=_118 19 19 116 Column FJexñr1 Design Value. 33 1.4D = 1.2D+1.6L Addi Seismic Loads= (1 .2+0.2Sds)D+f1L+E'= (O9-0.2Sds)D-E = Roof 3rd 2nd Pu Mu Pu MuX-x Mu Pu Mu,, Mu Yy 161 43 322 . . 27 483 28 215 274 399 150 598 173 o 0 0 0 0 0 203 190 388 104 582 119 86 17 172 15 258 15 Column Reinf Reinf Layers II X-Axis Layers I&3: As = Disc from Col CG = Layer 2: As = Dist from Col CG Roof •3rd . 2nd 2.60 .• 2.60 2.60. r.so 9.50 950. fl1.20 1.20 1.20 L6.00 0.00 . .0.00 Column MR Momënt X-Axis: (1..2+.2Sds)D+11 L: Top of BM (0.9D-02Sds)D: Top of BM (12+2S)flL: Bot of BM (0.9D-0.2Sds)D: Bot of BM Rnnf 3rd 2nd F - •• 547 642 466 •. 526 547 642 713 [66 .526..... 582 Column Shear DeSi 34 Shear II Y-Axis: 1.4D: Vu vuJ= vc = VS= 1.2D+1.6L: Vu= vc VS = (1.2±0.2Sds)D+IIL+E: Vii vuI = vc = vs (0.9-0.2Sds)D-E: Vu = VO VC = vs = vs req'd = Roof 3rd 2nd 5 4 3 0.014 0.010 0.007 0.276 0.322 0.362 0.000 0.000 0.000 46 33 18 0.119 0.086 0.045 0.150 0.342 0.388 0.000 0.000 . 0.000 130 149 72 0.336 0,195 0187 0149 0.169 0.190 6.187 0.216 0.000 .1.11 ... 125 59 0.286 0.323 . 0.152 0.000 0.145 0.155 0.286 0.286 0.178 0.000 0.286 0216 0,000 Transv Reinf.. Ic (ksi) = Tie Size Tie Spacing (5.25 in Max) = Shear II Y-Axis: Avy (in) Ashy, (in) = (.in 2) Shear /I X-Axis: Roof 3rd 2nd 4.0 4.0 4.0 #4 . #4 #4 4.50 .4.50 4.50 0.51 0.39 . 0.00 0.58 0.58 0.58 0.60 0.60 0.60 096 096 096 Ashx, (in') 0.58 0.58 0.58 Avx (in 2) 0.60 .0.60 0.60 Avx/Av d 096 Q.,_6 096 Licensed to: Culp & Tanner. License ID: .64483-1049483-4-1048-1F364 g:\Ijobs\viasat ps\engineering\desigri\ccls\int cols\grid C 13-18 mt col .col 11/19/16 AN 25 PM vJu General Information: File Name: q:\ljobs\viasat ps\engineering\deslqn\cols\int cols\grid c13-18int col.col Project: Grid C/13-18 Inc Col Column: 24" SQ Col Engineer: CJ Code: AOl 310-11 Units: English Ron Option: investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: fy = 60 ksi Es = 29000 ksi fc =4ksi Ito == 3605 ksi UI:L-imate strain = 0.003 in/in tetal= 0.85 Sdction Rectangular: Width = 24 in Gross section area, Ag = Ix - 27640 1 i tx = 69282 in Xc 0 in Reinforcement: 24 in 17 = 27648 in.4 6.9282 in Yo= 0 in Bar Set: .ASTM 4.615 Size Ram (in) Area (in2) 4) 3 0.38 0.11 8 6 0.75 0.44 8. 9 1.13 1.00 014 1.69 2.25 Size Dim: fin) Area (402) 8 4 0.50 0.20 8:. 7 was 0.60 8 10 1117 1.27 8 18 2.26 4.00 Size Diam (In) Area (in2) 8 5 U.63 0.31 8 8 1,00 0.79 8 11 1.41 1.56 Confcoement: Tied; #4 ties with 010 bars, #1 with larger bars. = 0.8, phi(b) = 0.9, .phi(c I Pattern: irregular Total steel area: as = 6.10 in^2 at rho = 101i Minimum clear spacing = 8.43 in Area io2 X UT (in) 1.00 -9.4 9.4 L.00 -9.4 -9.4 0.60 -9.4 00 Area in2 X (in) Y (in) 0.60 0.0 -. 9.4 0.60 0.0 -9.4 0.60 9.4 0.0 Area in2X(in) t (in) 00 9.4 9.4 1.00 9.4 -9.4 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 1 161.00 43-00 413.13 9.609 4.56 21.44 0.01109 0.900 2 215.00 274.00 450.37 11.644 5.20 21.44 0.00936 0.900 203.00 190.00 442.30 2,329 5.06 21.44 0.00971 0.900 86.00 17.00 300..32 21.078 3.76 21.44 0.01412 0.900 322.00 2700 516.99 190148 6.58 21.44 0.00677 0.900 6 399.00 15000 55.3195 3,693 7.52 21.44 0.00555 0.900 7 388.00 104.00 549.54 5'284 7.40 21.44 0,00569 0.900 8 172.00 15.00 420.93 28.062 4.69 21.44 Q.01071 0.900 9 483;.00 28.00 546,69 19.525 9.09 21.44 000407 0.821 10 598.00 173.00 465.43 2.690 13.09 21.44 0.00191 0.650 11 582.00 119.00 468.02 3.933 12.86 21.44 000200 0.650 12: 258.00 15.00 478.34 31.889 5.74 21.44 0.00820 0.900 End of output ** P(kip) 1600 (Prnax) -600 -400 \'00;;j (Pimn) -400 I I 1 I 1 .1 'I 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation rderness: Not considered Column type: Structural Bars: ASIM A615 Date: 11/19/16 Time: 12:25:39 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1FB48-1FB64 File: g:\ljobs\viasat ps\engineering\design\colsint cols\grid c_13-18_int coLcol Project: Grid C/13-18 1 n Col Column: 24" SQ Col Engineer: CJ fc=4ksi fy =60ks1 Ag=576inA2 8bars Ec=3605ksi Es29000ksi As 6.40inA2 rho =1.11% fc = 3.4 ksi Xo 0.00 in lx = 27648 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 27648 in'4 al = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 0 0 0 0 0 Moments from PT Run I DL @ CL PTM@ CL 1.2D+1.6L LL X-Axis Left Right Left Right Mn-ntCL CL Rf Lvi: Mcol I Typ Lvi: Mcoi Beam Depth 35 in I I -29 -215 -21 219 . -____ 150 -104 -29 -256 -21 261 -177 Torsional Mmnt Cult): 0 Lo Gravity Columnl)esign 4CI318 37 Ver 14.0 I Grid 10I13.3 mt Col Biaxial Col: NO i b 01 = 24 in Sds = 0.76 I h 01 = 24 in fl = 1.0 d 01 = 21.5 in I dc0i y ; 21.5 in fy ., (ksi)= 60 (out to out of ties) b = 21 in Smallest Col Vert = # 7 b = 21 in # CrOssties y = 1 2 I lix = 9 in # Crossties = 1 Ag= 576 in2 fy(ksi)= 60 I Ach= 441 4shear 0.75. h c AxialLoád 1 # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd I Dead Load= 46 92 138 I Add'l Dead Loa&= 0. 5 5 Live Load= 20..-40..60 1 Add'i Live Load = 0 0 0 %LLReduction= 0 20 20 Fir to Fir Height 11 33 11.33 1 11 33 Beam M MomentsPR oments from Beam Design +EQ @ MPR -EQ @ MPR X-Axis Left Right Left Right MU4. CL Be am MPR Moment @ Column Face= .= 647 0 -886 -657 978 I Beam MPR Shear =_010 _0 ______92 Column Flexural Design Values R. LAD= 1.2D+I.6L= Addi Seismic Loads (1.2+O.2Sds)D+f1L+E (0.9-0.2Sds)D-E = Roof 3rd 2nd Pu Mu, Mu Pu Mu, Muy-y Pu M x-x Mu 64 17 136 22 207 23 87 119 168 63 254 75 0 0 0 0 0 0 82 91 163 50 248 60 34 83 73 61 111 66 Column Reinf Reinf Layers /1 X-Axis Layers 1&3: As= Dist from Col CG = Layer 2: As= Dist from Col CG = Roof 3rd 2nd 2.60 2.60 2.60 9.50 9.50 9.50 1.20 1.20 1.20 0.00 0.00 0.00 Column MPR Moments X-Axis: (1.2+.2Sds)D+f1L: Top of BM (0.9D-0.2Sds)D: Top of BM = (1.2+.2Sds)D+fIL: Bot of BM (0.9D-0.2Sds)D: Bot of BM Roof 3rd 2nd - 463 520 427 456 463 520 576 427 456 484 C61uxn Sher Design Shear II YAxis: LAD: Vu= vtil= vc VS 1.2D±1.6L: Vu = vc vs = (1 .2+0.2Sds)D±fl L+E: Vu = VC = vs = (0.9-0.2Sds)D-E: Vu vuI= vc = VS = VSm req'd = Roof 3rd 2nd 3 3 2 0007 0.008 0.666 0245 0.269 0.290 0.000 0.000 0.00 21 16 8 0055 0.040 0020 0136 0.218 0304 0.000 0.000 0.000 96 86 43 0.249 0.223. 0.112 0.000 0.144 6.154 0.249 0079 0.000 93 86 43 0240 0223 0112 0.000 0.000 0000 0.240 0.223 0.112 0.249 0223 0-1,19- 39 Transv .Réini fc (ksi) Tie Size = Tie Spacing (5.25 in Max) = Shear// Y-Axis: Avy (in) Ashy, (in2) y (in) Avy./Avy = Shear II X-Axis: Ashx, (in') = AvVfd , x- (in2) = AvxT.jAvc O = Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 1 #4 4.50 4.50 4.50 0.45 0.40. 0.20 058 058 058 0.60 0.60 0.60 096 096 096 0.58 0.58 J 0.58 0.60 0.60 J 0.60 0.96 Licensen to: Culp & Tanner. License ID: 64483-1049463-4-1F948-1F864 .11/19/16 G:\lJOBS\ViaSat PS\ENGINEERING\Design\Cols\Int Cols\Grid 10-B.3 mt Co1.col 40 General Information; File Name: G:\IJOBS\viaSat ?S\ENGINEERING\Design\Cols\Int Cols\Grid I0-B.3Int Coi.col Project: Grid 10/5.3 mt Col Column: 24" SQ Col Engineer: CJ Code: All 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: f'c = 4 ksi fy = 60 ksi Sc = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section:: I Rectangular: Width = 24 in Depth = 24 in Gross section area, Ag = 576 itr'2 Ix =. 27648 in4 my ; 27648 in4 rx 6.9282 in ry 6.9282 in Xo= 0 i Yo oin Reinforcement: Bar Set: ASTN A615 Size Di-m Area r2 Size Diam irn) Area (in2) Size Dian (...n) Area (i"' 3 038 011 #4 353 320 ( 5 063 0. 31 4 6 0.75 0.44 4 7 0.88 0.60 4 8 100 0.79 4 9 1.13 1.00 4 10 1.27 1,27 4 ii L.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. phi(a) = C 8, phi(b) = 0 9 phi(c) = 0.65 Pattern: Irregular Total steel area: As = 6.40 in2 at rho = 1.11% Minimum clear spacing = 8.43 in Area in2 X (in) I (in) Area in2 X (in) I (in) Area in2 X (in) I (In) 1.00 -9.4 914 0.60 0.0 9.4 1.00 9.4 9.4 1.00 -9.4 9.4 060 0.0 -9.4 1.00 9.4 -9.4 0.60 -9.4 0.0 0.60 9.4 0.0 Factored Loads and Moments with Corresponding Capacities; Pu Mux PhiMr.x PhiMn/Nu NA depth Pt depth epst Phi NO,. kip k-ft k-ft in in 64.00 17.00 341.58 20.093 3.54 21.44 0.01516 0.900 2 87.00 119.00 359.08 3.017 3,77 21.44 0.01407 0.900 3 82.00 91.00 355.28 3.904 3.72 21.44 0.01430 0.900 4 34.00 83.00 318.48 3.837 3.26 21.44 0.01672 0.900 5 136.00 22.00 395.30 17.968 4.28 21,44 0.01201 0.900 6 168.00 63.00 418.12 6.637 4.65 21.44 0.01084 0.900 7 163.00 50.00 414.60 8.292 4.59 21.44 0.01102 0.900 8 73.00 61.00 348.44 5.712 3.63 21.44 0.01473 0.900 9 207.00 23.00 445.00 19.348 5.11 21.44 0.00959 0.900 10 254.00 75.00 475.80 6.344 5.69 21.44 0.00830 0.900 11 248.00 60.00 471.97 7.866 5.62 21.44 0.00845 0.900 12 111.00 66.00 376.96 5.712 4.01 21.44 0.01302 0.900 *** End of output 0 0 y 0 4—x 0 0 0 0 1 I 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 12:38:04 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\1 JOBS\ViaSat PS\ENG lNEERlNG\Design\Cols\lnt Cols\Grid 1 0-B.3 mt Col.col Project: Grid I0I13.3 mt Col Column: 24" SQ Col Engineer: CJ fc=4ksi fy = 60ksi Ag=576in'2 8 bars Ec36O5ksi Es=29000ksi As =6.40inA2 rho =1.11% fc = 3.4 ksi Xo = 0.00 in lx = 27648 inA4 e_u = 0.003 in/in Yo = 0.00 in ly = 27648 inA4 Betal = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 42 Ver 14.0 Gravity Column Desin..AC1 3181, Elevator Lobby Cols Biaxial Col: NO b 01 = 24 in Sds = 0.76 h= 24 in fl= 1.0 d d = 21.5 in = 21.5 in (ksi)= 60 (out to out of ties) b5 x-dr = 21 in Smallest Col Vert = # 7 bc y-di, = 21 in # Crossties Y.dir = 1 hx max = 9 in # Crossties X-di, = I Ag = 576 in fy (ksi)= 60 Ach = 441 in shear = 0.75 Axial LOad # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load = Add!l Dead Load Live Load = Add'l Live Load = % LL Reduction FIr to FIr Height Moments from PT Run X-Axis: 41. 82 [ 123 0 5 5 18 36 54 0 0 0 0 20 20 11.33 11.33 11.33 DL@CL PTM@CL 1.2D+1.6L LL@ Left Riht Left Right Mmnt t CL CL -282 0 211 -336 -130 -329 0 254 -374 -146 o 0 Rf Lvl: Mcoll. Typ Lvi: Mcol_________ Beam Depth = 35 in Torsional Mmnt (lilt) +EQ@vfpR -EQ@MPR X-Axis Left Right Left Right Mu '@ CL Beam MPR Moment @ Column Face= 0 555 0 -791 -565 I 885 1 Beam MPR Shear =_0 _10H_0 _94j Column Flexural Design Values 43 L4D l.2D+1.6L Add] Seismic Loads = (1.2+0.2Sds)D±f1L+E (0.9-0.2Sds)D.E Roof .,,,. 3rd . . 2nd Pu Mu Mu Y-Y Pu Mu Mu9 Pu . Mu Mu 57 153 122 128 18.6 135 78 .273 150 174 229 194 0 0 0 0 0 0 73 245 146 160 223 177 31j 2 65 8 99 6 Column Reinf Reinf Layers II X-Axis Layers 1&3: As= Dist from Cot CG = Layer 2: As = Dist from Col CG = Roof 3rd 2nd 2.60 2.60 2.60 9.50 )±( 95() 1.20 1.20 -1.20.- 0.00 0.00 1. Column MPR Moments X-Axis:. (1.2+.2Sds)D+fl L: Top of BM = (0.9D-0.2Sds)D: Top of BM = (1.2+.2Sds)D+flL: Bot of BM = (0.9D-0.2Sds)D: Bot of BM Roof 3rd 2nd .509 424 4.50 456 509.,-560 424 450. 475 Column Shear Design 44 Shear II YAxis: 1.4D: Vu• VA z vc VS = 1.2D+ 1.6L: Vu vuJ= vc vs = (1 .2+0.2 Sds)D+fl L+E: Vu = vu vc VS = (0.9-0.2Sds)DE: Vu vuJ+ VC = VS = vs req'd = Roof 3rd 2nd 21 18 14 0.054 0.047 0.035 0.133 0.140 0.284 0.000 0.000 0.000 43 33 20 0.111 0.085 0.051 0.135 0.143 0.152 0.000 0.000 0.000 91 78 39 0.235 0.202 0.101 0.000 0.143 0.151 0.235 0.059 0.000 88 78 39 0227 0,202 0.1.0t.- 0.000 0.000 0.000 0.227 0.202 0.101 0235 0202 010! Transv Reinf fc (ksi) = Tie Size = Tie Spacing (5.25 in Max) = Shear 1/ Y-Axis: (in) = Ashy, (in 2) = AVpmej, Y-dir (in") = Avy.yy = Shear// X-Axis: = AvP d x- (in ) Avxd/AvxP = Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 1 #4 4.50 4.50 4.50 0.42 0.36 0.18 0.58 0.58 0.58 0.60 0.60 0.60 0.96 0.96 0.96 0.58 0.58 w .60 0.60 0.60 096 I 096 I Licensed to: Culp & Tanner. License ID: 64483-1049463-4-.1FB48-1FB64 11/19/16 G:\IJOBS\Viasat PS\ENGINEERING\Design\Cols\Int Cols\Elevater Lobby Co.ls.coi 445 PM General Information: I File Name:. G:\IJOBS\ViaSat PS\ENGINEERING\Design\Cols\Int Cois\Eievator Lobby Cols.col Project: Elevator Lobby Cols Column: 24" SQ Col Enineer: CC I Code: ACI 318-11 Units: English Run Option: Investigation Slendernessi Not considered Run Axis: X-axis Column Type:. Structural I Material Properties: f'c = 4 ksi fy = 60 ksi Ec -= 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 Ifl/ifl Betel = 0.85 Sectior,: Rectangular: Width = 24 in Depth = 24 in I Gross section area, Ag = 576 .in2: = 27648 in4 T; 2764 i,-4 rx 6.9282 in ry 6.9 in I Xo= 0 in Yo= oir. Reinforcerert Bar Set: ASTM A615 Size Diem (in) Area (in-2) Size I Piam (in) .Are (in2) Size Diam (in) Area (iri'2) 4 3 3 38 0.1i 4 4 0_50, 0 20 4 - 0 3 0.31 4 6 0.75 0.44 4 7 0188 .', 4 8 1,00 0.79 4 •9 1.13 1.00 4 4 14 1.69 2.25 4 10 18 1'27 .1.27 2.,2 400 4 11 1.41 1.56 Confinement: Tied; 44 ties with #10 bars, .44. with larger bars. phi(a) = 0.8, phi(bi 0.9, phi(c) = 0.65 ?attern: Irregular Fetal steel area: As = 6.40 in2 at rho = 1.11% Minimum clear spacing =.8.43 in Area 1' n"2 X Y (in) 1.00 -9.4 9.4 1 1 -9.4 -9.4 0.60 -9.4 0.0 Area sn2 X (in) Y (in) 0.60 0.0 .9.4 0.60 0.0 ;9•4 0.60 9.4 0.0 Area in2 N (in) Y (so) 1.00 9.4 -9..4 Factored Loads and Moments with Corresponding Capacities: Pu Mum PhiMox Phil-lo/Nu NA depth Dt depth eps_t Phi kb k-ft lii in 57.08 153.00 336.24 2.198 3.47 21.44 0.01551 0.900 2 78.00 273.00 352.24 1.290 3.68 21.44 0.01449 0.900 3 73.00 245.00 348.44 1.422 3.63 21.44 0.01473 0.900 4 31.00 2.00 316.14 1158. 072 3.23 21.44 0.01688 0.900 5 122.00 128.00 385.08 3.008 4.13 21.44 0.01256 0.900 6 150.00 174.00 405.35 2;330 4..44 21.44 0.01148 0.900 7 146.00 160.00 402.48 2.516 4.39 21.44 0.01163 0.900 8 65.00 8.08 342.34 42.793 3.55 21.44 0.01512 0.900 9 186.00 135.00 430.67 3.190 4.86 21.44 0.01024 0.900 10 229.08 194.00 459.64 2.369 5.38 21.44 0.00896 0.900 11 223.00 177.00 455.69 2.575 5:,30 21.44 0.00913 0.900 12 99.00 6.00 368.04 61.340 3.89 21.44 0.01353 0.900 End of output 0 200 400 600 Mx (k-ft) (Pma) 0 0 Y —1—x 0 0 0 0 24 x 24 in Code: ACI 318-11 Units: English Run axis: About X-axis Run option: Investigation Jenderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 12:46:02 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 F848-1 FB64 I File: G:\1 JOBS\ViaSat PS\ENG lNEERlNG\Design\Cols\Int Cols\Elevator Lobby Cols.col Project: Elevator Lobby Cols Column: 24" SQ Col f'c4ksi Ec = 3605 ksi fc=3.4ksi eu = 0.003 in/in Betal = 0.85 Confinement: Tied fy =ôOksi Es = 29000 ksi Engineer: CJ Ag576inA2 As = 6.40 inA2 Xo = 0.00 in Yo =0.00 in Min clear spacing = 8.43 in 8 bars rho =1.11% lx=27648inM Iy = 27648 in"4 Clear cover = 2.00 in phi(a) = 0.8, phi(b) = 0.9. phi(c) = 0.65 Ver 1470 Grid 23 Cols Biaxial Col: NO Sds = 0.76 fl= 1.0 (ksi)= 60 i--- Smallest Col Vert = # 7 # Crossties y= 1 8 # Crossties X-di,= 1 - fy (ksi)= 69 , 4) sheer = _• 075 b col -n ..: Moments from PT Run I DL ® CL PTM@ CL L2D±l.6L LL ® X-Axis Left Right Left Right Mmnt CL CL Rf Lvi: Mcol I Typ Lvi: Mcol Beam Depth 49 in 0 -57 0 0 -94 -16 o -57 0 0 -94 -16 Torsional Mmnt(Utt) 0 0 I Gravity C61 nDësi IACi 181 I b 01 = 24 in I h 01 = 24 in d 01 = 21.5 in I d 01 = 21.5 in (out to out of ties) b= 21. in. • 21 in hX max = 9 in Ag= 576. in I Ach= 441 in2 Axial Load I # of Elevated Levels = 3 (9 Max) Roof. 3rd I Dead Load= Add'I Dead Load = Live Load I Add'! Live Load =, % LL Reduction = Fir toFir Heiht.= 2nd. 84 28 56 0 5 5 7 14 21 0 0 0 0 20 20 1133 1133 1133 Beam MPR Moments from Beam Design I +EQ@MPR X-Axis Left Right Left Right Mu 9CL I Beam MPR Moment® Column Face= -559 568 1.568 -559 -1233 1241 I Beam MPR Shear 73___33 ____49___65 Column Flexural Design Values LAD= 1.2D+1.6L Addi Seismic Loads (1.2+02Sds)D+f1L+E = (0.9-0.2Sds)D-E Roof 3rd 2nd Pu X-X Mu Pu Mu Mu Pu Mu Mu 39 62 85 1 45 132 49 45 72 91 47 140 53 0 0 0 0 0 0 71 94 47 144 52 E21 33 46 26 70 28 Column Reinf Reinf Layers ii X-Axis Layers 1&3: As Dist from Col CO Layer 2: Dist from Col CG Roof 3rd 2nd 2.60 2.60-1 2.60 9.50 9.50 9.50 1.20 1.20 1.20 0.00 0.00 0.00 Column MPR Moments X-Axis: (1.2+.2Sds)D-l-fl L: Top of BM = (0.9D-0.2Sds)D: Top of BM = (1.2+.2Sds)D+fl L: Bot of BM = (0.9D-0.2Sds)D: Bot ofBM = Roof 3rd 2nd 435 471 417 436 435 .. 471 507.. 417 436 454 Column Shear Design 49 Shear II Y-Axis: 1.4D: Vu vc vs 1.2D+1.6L: Vu vu vc VS (1.2+0.2Sds)D+f1L+E: Vu v vc = VS = (0.9-0.2Sds)D-E: Vu = vu= vc = VS = vs req'd = Roof 3rd 2nd 9 7 5 0023 0.018 0.014 0.131 0.252 0.267 0000 0.000 0.000 ii 8 6 0.028 0.021 0015 0131 0.254 0270 0.000 0.000 0.000 114 110 55 0.294 0283 0141 0000 0000 0142 0.294 0.283 0.000 112 110 * 49 0.289. 0.283 0.126 0-000% 6.000 LO.000 0289 0283 0.126 0.294 0.283 0.126 Transv Reinf. fc (ksi) Tie Size Tie Spacing (5.25 in Max) Shear// Y-Axis: Avy (in2) Ashy, (in 2y=, . On 2):= AIAPF Id Shear 1/ X-Axis: Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.50 4.50 4.50 0.53 0.51 0.58 0.60 0.60 AO.23 0.58 0.96 0.96 Ashx, (in 2) = AVproyjded, Xr (in 2) = 0.58 0.58 0.58 0.60 0.60 0.60 0.96 0.96 0.96 LCCfl5CO t0 (.u10 & Tanner. License ID: 64483--1049463-4-1F848-1F864 0: \!JOBS\VzaSat PS\ENG.INEERING\Design\cols\Int Cols\Grid 23 Cola. col General Information:. File Manic: G:\lJOBS\ViaSat PS\ENGINEERING\Design\Cols\Int Cols\Grid 23 Cols.col Project: Grid 23 Cols Column: 24" SQ Col Engineer: CO Code: ACI 318-11 Units: English 11/19 /16 5058 PM Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties- PC = 4ksi Ec = 3605 ksi Ultimate strain = 0.003 in/in 3etal = 0.85 Section: Rectangular: Width = 24 in Gross section area, Ag = 576 in2 Ix = 27648 in4 rx = 6.9282 in Xo = 0 in Reinforcement: fy =60ksi Es = 29000 ksi Depth = 24 in ly = 27648 in4 ry = 6.9282 in Yo= 0 in Bar Set: ASTM A615 Size Diem (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 Size Diam (in) Area (in2) 4 4 0.50 0.20 4 7 0.88 060 4 10 1.27 1.27 4 18 2.26 4.00 Size Diant (in) Area (in2) -77 4 5 0.63 O.31 4 8 1.00 0.79 4 11 1.41 156 Confinement: Tied; 44 ties with #10 bars, 44 with larger bars phi 0.8, phi(b) = 0.9, phi(c) = 0.65 Pattern: Irregular Total steel area: As = 6.40 irr2 at rho = 1.11% Minimum clear spacinc = 8.43 in Area in2 X (in) 1' (in) 1.00 -9.4 9.4 i00 -9.4 ._94 0.60 -9.4 0..0 Area in2 X (in) Y (in) 0.60 0.0 9.4 0.60 0.0 =94 0.60 9.4 0.0 Area in2 X (in) Y (in) 1.00 9.4 9.4 1.00 9.4 9.4 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Mu NA depth Dt depth epat Phi No. kip k--ft k-ft in in 1 39.00 62.00 322 35 5.199 3.31 21.44 0.01645 0.900 2 45.00 72.00 327.03 4.542 3.36 21.44 001613 0.900 3 45.00 71.00 32703 4.606 3.36 21.44 0.01613 0.900 4 21.00 33.00 308.38 9.345 3.15 21.44 0.01743 0.900 5 85,00 45.00 357.56 7.946 3.75 21.44 0:.01416 0.900 6 91.00 4700 362.05 7.703 3.81 21.44 001389 0.900 7 94.00 47.00 364.30 7.751 3.84 21.44 0.01376 0.900 8 46.00 26.00 327.80 12.608 3.37 21.44 0.01608 0.900 9 132.00 49.00 392.39 8.008 4.24 21.44 0.01217 0.900 10 140.00 53.00 398.16 7.512 4,33 21.44 0.01186 0.900 II 144.00 52.00 401.04 7.712 4.37 21.44 0.01171 0.900 12 70.00 28.00 346.16 12.363 3.60 21.44 0.01487 0.900 End of output P(kip) 51 (Pmax) - (Pmax 44 o 0 0 , + y ' 2OO o X fs01 ' 0 0 / f-s=0 5fy,8O0- fs=05fy 24 x 24 in Code: AC1318-11 C ) 400, Units:English / / Run axis About X-axis L \ 1 -- Run option Investigation I: :- lenderness Not considered Column type Structural -600 -400 -200 0 400 600 Bars ASTM A615 / Mx (k-It) Date Time: (Pmin) -400 (Pmin) spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\lJOBS\ViaSat PS\ENG lNEERINGDesign\CoIs\lnt CoIsGrid 23 Cols.col Project: Grid 23 Cols Column: 24" SQ Col Engineer: CJ f'c=4ksi fy =60ksi Ag=576in"2 8bars Ec = 3605 ksi Es = 29000 ksi As = 6.40 in"2 rho = 1.11% fc = 3.4 ksi Xo = 0.00 in Ix = 27648 in'4 eu = 0.003 in/in Yo = 0.00 in ly = 27648 inA4 Betal = 0.85 Min clear spacing = 8.43 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Grid C/10&12 mt G-Cols Biaxial Col: YES Sds = 0.76 fl.= 1.0 fy I.(ksi) 60 Smallest Col Vert = # 7 # Crossties y = 1 # Crossties X-di, = 2 fy (ksi) 60 0.75 Ver?.0 cccsrs GnwitvCblurnn DEsiviACJ 318 b 01 = 24 in h 01 = 30 in d 011= 21.5 in d 01 y-dir = 27.5 in (out to out of ties) b = 21 in v-dir 27 in hX max = 9 111 Ag= 720 In 2 Ach= 567 in' -611 -659 366 382 -341 1 -187 -602 -635 362 1 365 -379 1 -214 Rf Lvi: Mcol Typ Lvi: Mcoi Beam Depth = 35 in Axial Load # of Elevated Levels = 3 (9 Max) Dead Load = Add'l Dead Load = Live Load = Add'l Live Load = % LL Reduction = Fir to Fir Height Moments from PT Run Roof .3rd 2nd 178 _356 ,534 0 5 5 71 142 213 0. 0 0 0 20 20 11.33 11.33 11.33 X-Axis: DL @ CL PTM @ CL 1.2D+1.6L LL @ Left Right Left 'iht Mmnt'i"C1. CL 0 '0 389 . -495 -181 0 -545 0 423 . -550 -199 Torsional Mmnt IR Rf Lvi: Mcol Typ Lvi: Mcol Beam Depth 35 in .Y-Axis: Beam MPR Moments from Beam Desivi +EQ @ MPR -EQ @ MPR X-Axis Left Right Left Right Mu CL Beam MPR Moment @ Column Face 0 408 0 -1106 -431.75 J 1.251 Beam MPR Shear = 0 ., 19 0 116.. Y-Axis:__ Beam MPR Moment @ Column Face= -1106. _1655 I Beam MPR Shear = 118 __19 -1144 __.408____.414 __19 116 _-1689 \C) Column Flexural Design Values 53 1.4D = 1.2D+1.6L= Add! Seismic Loads (1.2+0.2Sds)D+f1L+E (0.9-0.2Sds)D-E Roof 3rd _ 2nd _______ Pu Mu Pu Mu Mu . Pu 249 254 149 505 211 27 762 222 28 .327 403 372 615 262 195 925 290 226 0 0 0 0 0 0 0 0 0 312 376 288 602 E 248 . 149 906 274 172 133 13 114 270 11 60 407 8 68 Column Reinf Reinf Layers II X-Axis Layers I &4: As = Dist from Col CU = Layers 2&3: As = Dist from Col CG = Roof 3rd 2nd 2.60 .2.60. .2.60 1250 1250 120 1.20. .1.20 1.20 3.00 3.00 3.00 Reinf Layers Ii Y-Axis Layers 1&3: As Dist from Col CG. Layer 2: As Dist from Col CG: 3.20 3.20 L3.20 9.50 9.50 9.50 1.20 1.20 1.20 0.00 0.00 . 0.00 Column MPR Moments X-Axis:, (I.2+.2Sds)D+flL: Top of BM (0.90-0.2Sds)D: Top of BM (I .2+.2Sds)D+fl L: Bot of BM = (0.9D-0.2Sds)D: Bot of BM = Y-Axis: (1.2+.2Sds)D+f1L: Top of BM = (0.9D-0.2Sds)D: Top of BM = (1.2±.2Sds)D+fl L: Bot of BM = (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd - 868 L_1026 - 736 841 868 1026 1226 736 841 969 701 .838 579.674 701 838 1008 579 674 782 Column Shear Design 54 Shear II Y-Axis: l.4D: Vu vu/4 ye VS 1.2D+L6L: Vu vu ye vs = (1.2±0.2Sds)D+f] L4-E: Vu = vu1 ye vs (0.9-0.2Sds)D-E; Vu = VU/0 = VS = vs1 req'd Roof 3rd 2nd 34 30 23 0.069 0.061 0.045 0.176 0.343 0.437 0.000 0.000 0.000 63 49 29 0.127 0.098 0.059 0.155 0.364 0.468 0.006 0000 0000 151 1.10 55 0.306 0.223 0.112 0.154 0.362 0.464 0.152 0.000 0.000 138 110 55 0.279 0.223 0.112 0.000 0.150 0.181 0.279 0.073 0.000 0.279 0.073 0.000 Shear// X-Axis: 1.4D: Vu vu/4= ye = VS 1.2D+1.6L: Vu vu/4= ye vs.= (1.2±0.2Sds)D±f1L+E: Vu ye W,_ (0.9-0.2Sds)D-E: Vu = vu/ = ye = Vs - vs,.,, req'd = Roof 3rd 2nd 16 .4... 3 0.033 0.008 0.006 0.288 0.343 0.437 0.000 0.000 0.000 = 62 . 44 23 0.128 0.091 0.047 0.155 0.364 .0.468 0.000 .0.000 0.000 157 149 75 0.324 . 0.308 0.154.. 0.154 0.179 0.230 0.170 0,129 0.000 138 149 75 0.284 .0.308 . 0.154 0.000 0.150 0.181 0.284 0.158 0.000 0284 0.158 0.000 Transv Reinf fc (ksi) = Tie Size Tie Spacing (5.25 in Max) Shear/I Y-Axis: Avy (in) Ashy, (in2) = AVP.OV d Y-dir (in) = A\req /AVyprovide = Shear /1 X-Axis: AVXreq'd (in) = Ashx, (in) = AVprovided, x-fr (in2) = AIXrj/AVXpvjdcj = Roof 3rd 2nd 4.0 4.0 5.0 #4 #4 #5 4.50 4.50 5.00 0.50 0.13 0.00 0.57 0.57 0.79 040 0.60 0.93 095 0.95, 085 0.64 . 0.36 0.00 0.73 0.73 1.01 0.80 0.80 1.24 091 091 082 Licensed to: Culp & Tanner. License ID: 6448,3-1049463-4-1F348-1FB64 g \..jo\i asat PS eng..ne.r1-' es_gno.s girder cels r..c c 10&12 irt g ccl co. General Information.- File Mane g \lobs\ jasat os\e'-tg1reefir1o\des1gn\cols\1n girder cols\grld C 10&.2 ir g-co_ CDI ?roject: Grid C/.10&12 Int G-Col Column: 24"x30' Col Engineer: CJ Code: AOl 318-11 Units: English 11/19/16 5521 PM Run Option: Investigation slenderOess: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: f'c =4 ksi Ec = 3605 ksi Ultimate strain 0.003 in/in Beta? = 0.85 SectiOn': Rectangular: Width = 24 in Gross section area, Ag = 720 in-`2' I,x'= 541.100 in4 rx•'= 8.66025 in Xo -= 0 in :t'y = 60 'kzi Es = 29000 ksi Depth. = 30 it! ly = 34560 in4 6.9262 in• Yo= Orn Reinforcement: 9ar Set: ASTM A615 ,..re D..dm r 5=-a n'2 # :3 0.38 0. 4 6 0.75 '0.44 0 9 1.13 1.00 4 14 1.69 2.25 Sire 10.:: (ir. I A:c< LirJ 4 4 :0.50 0.20 4 7 0.88: 0.60 4. 10 1.27 1.27 4 18 2.26 1.00 " e F 4 6 1.96 4 11 •j •::; 1.50 Confinement: Tied; #4 ties with*10. bars, 4 with 1a7e:: 9ai = 0 8 oh. 0, = 0 9 oh.. C) - ~attern: Irregular 0a1 steel =re s = 7 60 i'- tic = 1.06% Minimum clear spacing 5.13 in. Area in2 K (in; Y (in) 1.00 94 12.4 1.00 -9.4 -12.4 0.60 -9.6 3.0 0.60 9..6 -3.0 Area in-2 0:'6O 10.0 12.4 0.60 0.0 -12.4 0.60 -9.6 -3.0 Arca i2 X (in) 1' in) 1.00 9.4 12.4 1.00 9.4 -12.4 0.00 9.6 3.0 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 1 249.00 254.00 149.00 521.58 305.97 2.053 13.49 34.74 0.00472 0.876 2 327.00 403.00 372.00 425.36' 392,64 1.055 14.19 33.31 0.00404 0.81.8 3 312.00 376.00 289.00 .466.51 357.33 1.241 14.36 34.15 0.00413 0.826 4 133.00 13.00 114.00 51;14 44.8.44 3.934 4.88' 23.03 0.01203 0.900 5 505.00 211.00 27.00 .76638 98.07 3.632 13.08 31.50 0.00425 0.836 6 615.00 262.00 195.00 462.51 344.23 1.765 19.16 34.11 0.00234 0.673 7 602.00 248.00 149.00 510;10 306.47 2.057 18.95 34.47 0.00246 0.683 8 270.00 11.00 60.00 98.61 537.85 8.964 7.11 24.36 0.00764 0.900 9 762.00 222.00 28.00 '664.37 83.79 2.993 19.34 31.85 0.00194 0.650 10 925.00 290.00 226.00 431.86 336.55 1.489 23.08 133.96 0.00141 0.650 11 906.00 274.00 172.00 475.86 298.71 1.737 23.11 34.35 0.00146 0.650 12 407.00 8.00 68.00 73.41 623.95 9.176 7.89 23.55 0.00615 0.900 End of output *-'* 0 0 0 Y a 4-X 0 0 0 0 P (kip) 56 I (Pmax).. i (Pmax) I 'I 10 4±-4H J - "- i - --------------- -600 . -400 .; -200 . 0 200 400 600 M (37) I 2OO - (Pmin) Pmin) 24 x 30 in Code: AC! 318-11 Units: English Run axis: Biaxial Run option: Investigation nderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 13:22:23 spColumn v4.81. Licensed to: Gulp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: g:\ljobs\viasat ps\engineering\design\cols\int girder cols\grid c_10&12nt g-coLcol Project: Grid C/10&12 mt G-Col Column: 24"x30" Col Engineer: CJ fc=4ksi fy 60 ksi Ag720inA2 Ec = 3605 ksi Es = 29000 ksi As = 7.60 inA2 fc = 3.4 ksi Xo = 0.00 in eu= 0.003 in/in Yo 0.00 in ta1 = 0.85 Min clear spacing = 5.13 in Confinement: Tied phi(a) = 08, phi(b) = 0.9, phi(c) = 0.65 10 bars rho = 1.06% Ix = 54000 ir'4 ty = 34560 in"4 Clear cover = 2.00 in DL@CL PTM@CL 1.2D+1.6L LL@ Left Rntht Left Rl2ht MInrnCL CL 0 -425 0 .389 ..-363-151 0 -469 0 423 -406 -166 Torsional Mrnnt (U it): 0 0 :XAxis: Rf Lvi: Mcol Typ Lvi: Mcol Beam Depth 35 in -556 -435 373 368 • 367 142 -540 -392 351 344 443 170 Rf Lvi: Mcol Typ Lvi: Mcoi Beam Depth = 35 in 57 Ver 14.0 Gravity Column Design {ACI 3181 Grid B/2&4 mt G-Cols Biaxial Col: YES b 01 = 24 in Sds = 0.76 h 01 = 30 in fl= 1.0 dcolxdir = 21.5 in = 27.5 in fy vu (ksi)= 60 (out to out of ties) be x-dr = 21 in Smallest col Vert = # 7 b y dir = 27 in # Crossties y = 1 hx mn = 9 in #rossties X-dir = 2 Ag= 720 2. in fy (csi)= 60. Ach = 567 in2 4) she2r = 0.75 Axial Load # of Elevated Levels= 3 (9 Max) Dead Load Addl Dead Load Live Load Addi Live Load %LL Reduction Fir to Fir Height Moments from PT Run. Roof 3rd 2nd = 154 308 462 = 0 6 6 = 59 118 177 = 0 0 = 0 20 20 = 1133 1133 1133 Y-Axis: Beam MPR Moments from Beam Design. +EQ @MPR -EQ @ MPR X-Axis Left Right Left Right Mu @ CL Beam MPR Moment® Column Face= 0 408 0 -1106 -431 75 1251 I Beam MPR Shear= 0 19 0 116 Y-Axis _______ Beam MPR Moment® Column Face= -1080 426 416 -1050 -1629 1 1584 Beam MPR Shear= 113 10 15 103 Column Flexural Desi2n Values 58 1.4D 1.2D+1.6L = Add! Seismic Loads= (1.2+0.2Sds)D+f1L±E (0.9-0.2Sds)D-E Roof 3rd 2nd Pu Pu Mu 1 172 Pu 216 440 145 200 664 153 210 279 295 q98 528 186 282 795 207 309 0 0 0 0 0 0 0 0 267 274 345 519 175 253 782 195 275 115 57 173 1 235 ji1 27 145 355 32 152 Column Reinf Reinf Layers Ii X-Axis Layers l&4: As= Dist from Col CG = Layers 2&3: As Dist from Col CG = Roof 3rd 2nd 2.60 2.60 2.60 12.50 12.0 . 12.50 1.20 1.20 . . 1.20 3.00 3.00 3.00 Reinf Layers II Y-Axis Layers l&3: As= Dist from Col CG = Layer 2: As= Dist from Col CG = 3.20 1 3.20 3.20 930 9.50 9.50 1.20 1.20 1.20 0.00 0.00 0.0() Column MPR Moments X-Axis: (I .2+.2Sds)D+fl L: Top of BM (0.9D-0.2Sds)D: Top of BM (1.2+.2Sds)D+f1L: Bot of BM (0.9D-0.2Sds)D: Bot of BM = Y-Axis: (1.2+.2Sds)D+f1L: Top of BM = (0.9D-0.2Sds)D: Top of BM = (I.2+.2Sds)D+fIL: Bot of BM = (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd .-- 839 . 993 720 817 .839 . 993... 11.78 720 817 934 672 804 - 565 650 672 804 962 565 650 748 I Trans Remf fc (ksi) = I Tie Size = Tie Spacing (5.25 in Max) = I Shear Ii Y-Axis: Avy (in 2) Ashy, (in 2) • AVprovided, Y.dfr (in") = I AVyreqAVYp.ovj d Shear /1 X-Axis: I ASh (in)jji AVXreqd (in 2)= (in) AVpio ided, X-dir (in-) Avxieqd provided = Roof 3rd 2nd 4.0 4.0 5.0 #4 #4 #5. 4.50 4.50 5.00 0.50 0.14 .0.00 0.57 0.57 . 0.79 0.60 0.60. 0.93 0.95 0.95 0.85 0.63 0.34 000 0.73 0.73 .1.01 0.80 0.80 1.24 091 091 082 CoIurnn Shear Desinii Shear 1/ Y-Axis: lAD: Vu= vu/4 vc = vs 1.2D+1.6L: Vu= vc vs (1 2+0.2Sds)D±f1 L+E: Vu = ye vs (0.9-0.2Sds)D-E: Vu vc = vs VS nax req'd = Roof 59 3rd 2nd 23 21 15 0047 0.042 0031 0280 0.330 0.417 0.000 0.000 0.000 47 36 21 0095 0..072 0042 0161 0348 0.443 0000 0000 0.000 148 110 55 vu/4 0300 0223 0.112 0150 0.346 0441 0150 0.000 0.000 136 110 55 vu/4 0275 0.223 0112 0000 0.147 0.176 0.275 0.076 0.000 0275 0.076 0000 Shear!! X-Axis:.: lAD: Vu vu/4 = VC = VS = 1.2D±1.6L: Vu vu/4i VC vs= (1.2±O2Sds)D+fl L+E Vu = vu/0 = vc = VS = (0.9-0.2Sds)D-E: Vu vu/4 VC = vs = VSm reqd = Roof 3rd 32 28 0.061 0059 0.044 0,145 0330 0417 0.000 0000 0.000 62 50 31 0.127 0.103 0.065 011 0.348 0.443 0.000 0.000 .0.000 151 144 72 .0.311 0.297 0.149 0.150 0.172 0.218 0.161 0.125 0.000 134 144 72 0.278 0.297 0.149 0000 0.147 0.176 0.278 0.150 0.000 0.278 0150 0.000 I 1 I I 2nd 21 Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1FBI8-1F864 g:\ljobs\viasat ps\engineering\design\cols\int girder cols\grid b2&4 mt g-col.coi General Information:. File Name: g:\lj.obs\viasat ps\engineering\design\cols\int girder cols\grid b 2&4 mt g-coi.coi Project: Grid B/2&4 mt G-Col Column: 24"x30° Col Engineer: CJ Code: ACI 318-Il Units: English 11/19/16 60:06 PM Run Option: investigation Run Axis: Biaxial Material Properties• fc = 4 ksi Ed = 3605 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: Rectangular: Width = 24 in Gross section area, Ag = 720.in2 Ix = 54000 in4 rx = 9.66025 in Xo= 01n Reinforcement: Slenderness: Not considered Column Type: Structural fy =60ksi Es = 29000 ksi Depth .= 30 in ly 34560 in4 ry 6.9282 in 0 in Ber Set: 551W A615 Size Dime (in) Area (in2) # 3 0.38 0.11 # 6 0.75 0:44 # 9 1.13 1.00 #14 1.69 2.25 Size Dime (in) Area (in2) # 4 0:50 0.20 # 7 0:88 0.60 # 10 1.27 127 4 18 2.26 4,00 Size Dime (in) Area (in'2) 4 5 0.63 0.31 4 8 1.00 0.79 4 11 1.41 1.56 Confinement: Tied; #4 ties with #10 bars, #4 with larger bars. phi(e): =.0.8, phi(b) = 0.9, phi(c) = 0:65 Pattern: Irregular Total steel area: As = 7.60 in"2 at rho = 1.06% Minimum clear spacing 5.13 in Area in2 X (in) Y (in) 1:00 -9.4 12.4 1.00 -9.4 -12.4 0.60 -9.6 3.0 0.60 9.6 --3.0 Area in"2 X (in) '1 (in) 0.,60 0.0 12.4 0.60 0.0 -12.4 0.60 -9.6 -3.0 Area in2 X (in) Y (in) - - 1.00 9.4 12.4 1.00 9.4 -12.4 0.60 9.6 3.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMo/Mu NA depth Dt depth epst Phi No.. kip k-ft k-ft k-ft k-ft in in 1 216.00 172.00 238.00 319.96 442.73 1.860 10.99 30.56 0.00536 0.900 2 279.00 295.00 398.00 339.18 457.61 1.150 12.04 31.01 0,00475 0.879 3 267.00 27400 345.00 352.10 443.34 1.285 12.19 31.45 0.00476 0.879 4 115.00 5700 173.00 141.43 429.24 2.481 6.59 25.59 0.00883 0.900 5 440,00 145=00 200.00 338:04 466.26 2.331 14.66 3L43 0.00344 0.767 6 528.00 186,00 282.00 314.13 476.26 1.689 111,79 31.16 0.00293 0.723 7 519.00 175.00 253.00 324.82 469.59 1.856 15.82 31.38 0.00296 0,726 8 235.00 27.00 145.00 96:01 515.61 3.556 6.74 24.31 a..00826 0.900 9 66400 153.00 210.00 321.84 441.74 2.104 18.57 3194 0.00216 0.658 10 795.00 207.00 309.00 29858 445.71 1.442 20205 31.64 1.00173 0.650 11 782.00 195.00 275.00 311.49 439.28 1.597 20.08 31.03 0.00177 0.650 12 355:00 32.00 152.00 123:33 585.82 3.854 8.38 24:94 O:.00608 0.900 *** End of output .0 0 0 0 Y o 4-X 0 0 0 0 0 24 x 30 in Code: ACI 318-11 Units: English Run axis: Biaxial ;Run option: Investigation lenderness Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 14:06:50 spColumn v4.81. Licensed to Culp & Tanner. License ID 64483-10494634-1FB48-1F664 File: g:\ljobs\viasat ps\engineering\design\cols\int girder cols\grid b 2&4 mt g-col.col Project: Grid B12&4 Int G-Col Column: 24"x30" Col Engineer: CJ fc=4ksi fy = 60 ksi Ag=720inA2 Ec = 3605 ksi Es = 29000 ksi As = 760 inA2 fc=3.4ksi Xo = 0.00 in eu = 0.003 in/in Yo =0.00 in Betal = 0.85 Min clear spacing = 5.13 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 10 bars rho = 1.06% Ix = 54000 jA4 Iy = 34560 inA4 Clear cover = 2.00 in Ver 40 Grid B/18.5 mt G-Col Biaxial Col: YES Sds = 0.76 fl= 1.0 Yverts 60 Smallest Col Vert = # 7 # Crossties Y-di, = 1 # Crossties X-dir = 2 fr(ksi)= 60 4) shear 0.75 bco Rf Lvi: Mcol Typ Lvi: Meol Beam Depth = 35 in Gravity Column Design {ACI 318 b 01= 24 in h 01 = 30 in dcoixr = 21.5 in d 01= 27.5 in (out to out of ties) b,,-di, = 21 in 27 in hx max 9 in Ag = 720 in Ach = 567 in2 Axial Load. # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load Add'l Dead Load := Live Load = Add'l Live Load = % LL Reduction = Fir to Fir Height = 122 244 366 6 6 47 94 141 0 0 0 0 20 20 1133 1133 [ 1133 Moments from PT Run. X-Axis: DL @ CL PTM @ €L L2D+L6L LL @ Left Riht Left Riht Mmnt CL CL 0 -489 0 317 -578 1 -193 0 -575 0 363 -684 -223 Rf Lvi: Mcol Typ Lvi: Mcol Beam Depth = 35 in Torsional Mmnt (Uft —Y-Axis: Beam MPR Moments from Beam Design +EQ @ MPR -EQ @ MPR X-Axis: Left Right Left :jjght Mu @.CL Beam MPR Moment @ Column Face= 0 938 0 -1103 -954 25 J 1431.75j Beam MPR Shear = 0 13 0 263 Y-Axis:_____ Beam MPR Moment @ Column Face= 0 0 0 0 0 1 0 I BeaniMPR Shear = 0 0 0 0 I I I' I I I I I I I;. I I I I I I I I I X-Axis: (1.2+.2Sds)D+fl L: Top of.BM (0.9D-0.2Sds)D: Top of BM. (1.2+.2Sds)D+fIL: Sot of BM (0.9D-0.2Sds)D: Sot of BM Y-Axis: (1.2+.2Sds)D+fl L: Top of BM = (0.9D-0.2Sds)D: Top of BM = (1.2+.2Sds)D+flL: Bot of BM = (O.9D-0.2Sds)D: Bot of BM = Reinf Layers //.X-Axis .. Roof...3rd . 2nd Layers 1&4: As 2.60 2.60. 2.60 Dist from Col CG 12.50 12.5.0 12.50 Layers 2&3: As 1.20 1.20 '1.20 Dist from Col CG = 3.00 3.00 3.00 Column MPR Moments Reinf Layers II Y-Axis . _.. -- Layers 1&3: As= Dist from Col CG = Layer 2: As = Dist from Col CG = Column Reinf Column Flexural Design Values lAD = 1.2D+1.6L= Addi Seismic Loads (1.2+0.2Sds)D+f1L+E (09-0.2Sds)D-E 635 759 547 617 635 759 895 547 617 ,698 802 932 698 783 g698J 932 1108 ' 783 883 3.20 3.20 3.20 9.50. 9.5() 9.5() 1.20 1.20 1.20 0.00 .0.00 0.00 Roof 3rd 2nd 63 Roof 3rd 2nd Pu MuY-v Pu . Mu MLy . Pu Mu [MUV 171 . 306 .102 350 275 ...:: . 75 529 289 79 222 470 102 420 .336 :75 634 369 79 0 0 0 0 0 0 0 0 0 212 437 102 413 318 . _75 624 349 79 91 •. 43 ' 102 187 64 75 283 63 79 Column Shear Design 64 Shear// Y-Axis: 1.4D: Vu= vuJfj= VC VS = 1 .2D+ I .6L: Vu = vc vs = 0 .2+0.2Sds)D+fl L+E: Vu VC.* vs = (0.9-0.2Sds)D-E: Vu = vuI4 vc VS = vsmax reqd = Shear II X-Axis: 1.4D: Vu= vu/4 = VC vs 1.2D+I.6L: Vu vu,, = VC = VS = (1 .2+O.2Sds)Df1 L+E: Vu = vui'4 VC = vs (0.9-0.2Sds)D-E: Vu vu14 VC = vs. = vs reqd = Roof 3rd 2nd 42 39 .29 0.085 0.079 0.059 0.141 0.311 0.389 0.000 0.000 0.000 74 60 37 0.149 .0.122 0.076 0.146 0.326 0.411 0.004 0.000 0.000 154 126 63 0.311 0.255 0.128 0.145 0.163 0203 0.165 0.093 0000 143 126 63 0289 0255 0.128 0.000 0.143 0.169 0.289 0.112 0.000 0.289 0,112 0.000 Roof. 3rd 2nd RII TiflS:Reiftf Roof 3rd 2nd fc (ksi) = Tie Size= Tie Spacing (5.25 in Max) Shear// Y-Axis: AN-y. (in2) = Ashy, (in2) = AVprovided, Y-dir (in 2) AVY~eq'WAVYprmdcd Shear // X-Axis: AvxT .d (in) = ASh.X.m , (in) AVprovded,X.dir (in, ) = AVXreq1/AVXprovidcd = 4.0 [ 4.0 5.0 [_#4 #4 #5 4.50 7 4.50 5.00 0.52 0.20 0-0-0- 0.57 057 0.79 0.60 0.60 0.93 095 095 0.85, 0.00 0.00 0.00 0.73 0.73 1.01 0.80 0.80 1.24 091 091 082 Page 2 Licensed to.: Cuip & Tanner. License ID: 64483-1049463-4-1FB48-1F8 6 4 19/16 C 'l3Bc\V..aSt PS\E(GThEFPF4C\Design\Cols\Int G irder Cols\G:id _18 5_mt G-Col.col Z:15 PM General Information: Zile Maine: G:\IJOBS\ViaSat PS\ENGINEERING\Design\Cols\mnt Girder Cols\Grid 318.5 mt G - C o i . c o l .Eoject: Grid 3/18.5 mt C-Cc! )iuw_n: 24"w30" Col Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Run Axis: Biaxial Material Properties; f'c =4ksi Re = 3605 ksi Ultimate strain = 0.003 in/in Betel = 0.85 Section: Rectangular': Width = 24 in Gross section area, Ag = 720 in2 lx = 54000 in4 rx = 8.66025 in Xc = 0 in Reinforcement Slenderness: Not considered Column Type; Structural fy = 60 ksi Es = 29000 ksi Depth = .30 in. ly 34560 i'4 ry = 6.9282 in Yo= 01n Bar Set: ASTM A615 Size Diam (in) Area (in2) 3. 0,39 0.11 4 6 0.75 0.44 # 9 1.13 1.00 4 14 1.69 2.25 Size Diam (in) Area (in2) 4 4 0.50 0.20 4 7 0.88 0.60 4 10 127 1.27 4 18 2.26 4.0.0 Size Diarn (in) Area (iry2) 4. 5 0.63 0.31 4 8 100 0.79 4 11 141 1.56 Confinement: Tied; 44 ties with 1110 bars, 44 with larger bars..' = 0.8, phi(b) = 0.9, phi(c) '= 0.65 I .'ttarn: Irregular A_ al steel area: As = 7.60 in2 at rho Miniwr clear spacing = 5.13 in Area, in2 X (in) Y (in U 1.00 -9.4 12.3 1.00 -9.4 -12.4 0.60 -9.6 30 - 0;50 9.6 -3..0 Area in'2 X (in) Y(in) 0.60 0.0 12.4 060 0.0 -12.4 0.60 -9.6 -3.0 Area in2 X (in) Y (in) 1.00 9.4 12.4 1.00 9.4 -12.4 0.60 9.6 3.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMox PhiMny PhiMn/Mu NA depth Dt 'depth epst Phi I c kin ft (-ft 3'-ft -t in 1 171.00 306.00 102.00 556.78 185.59 1.820 10.57 33.54 0.00655 0.900 2 222.00 470.00 102.00 620.41 134.64 1.320' 9.94 32.24 0.00680 0.900 • 3 4 212.00 91,00 437.00 43.00 102.00 102.00 610.24 171.01 142.43 405.66 1.396 3.977 10.04 6.95 32.49 26.45 0.00676 0.00950 0.900 0.900 1 5 350;.00 275.00 75.00 674.70 184.01 2.453' 12.63 33.48 0.00497 0.898 6 429.00 335.00 75.00. 712.27 158.99 2.120 13.20 33.14 0.00453 0.860 7 413.00 318.30 75.00 704.50 166.15 2.215 13.27 33.27 0.00453 0.860 8 187.00 64.00 75.00 351.42 411.82 5.491 11.50 31.86 0.00533 0.900 I 9 529.00 28900 79.00 666.66 182.24 2;307' 16.28 34.00 0.00327 3.753 10 634.00 369.00 79.00 671.54 143.77 1.820 17.84 33.51 0.00264 0.698 11 624.00 349.00 79.00 668.37 151.29 1.915 17.75 33.64 0.00269 0.703 12 283.00 63.00 79.00 355.27 445.50 5.639 12.45 31.52 0.00461 0.867 End of output I 1 I 0 0 0 Y o 4-X 0 0 0 0 24 x 30 in Code: ACI 318-11 Units: English Run axis: Biaxial Run option: Investigation enderness: Not considered Column type: Structural Bars: ASTM A615 Date: 11/19/16 Time: 14:15:38 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:1J0BS\ViaSat PS\ENGINEERING\Design\Cols\lnt Girder Cols\Grid B_18.5Jnt G-Col.col - Project: Grid B/18.5 Int G-Col Column: 24"x30" Col Engineer: CJ fc = 4 ksi fy = 60 ksi Ag = 720 in"2 10 bars Ec 3605 ksi Es = 29000 ksi As = 7.60 inA2 rho = 1.06% 1 Ic = 3.4 ksi Xo = 0.00 in lx = 54000 in'4 e_u = 0.003 in/in Yo = 0.00 in ly = 34560 in I Betal = 0.85 Min clear spacing = 5.13 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 DL.@CL Left Right Rf Lvi: Mcol Typ Lvi: Mcoi Beam Depth 35 in X-Axis: PTM @ CL I .2D+.1 6L LL @ Left iht MmnICL CL. Torsional Mmnt (Ult) Jo .1o. 716' 460 371 . 188 .338 .134 -706 -374 373 137 437 172 0 0 0 0....0 0 0 0 Q 0 Rf Lvi: Mcoi Typ Lvi: Mcoi Beam Depth = 35 in cravitsr:CöJumnDesi2n.ACl 318 Grid B/20.5 mt G-Co1 Biaxial Col: YES b 01 = 24 in Sds = 0.76 h1= 30 in fl = 1.0 x-.lir = 21.5 in = 27.5 in fy (ksi) :60 (out to out of ties) 21 in Smallest Col Vert = #7 bc y-dir = 27 in # Crossties Y-di,. 1 hx , = 9 in # Crossties X-di, = 2 Ag 720 in2 fy n, (ksi)= .60 Ach 567 in2 sear 0.75 Axial Load # of Elevated Levels 3 (9 Max) Roof 3rd.. Dead Load = Add'i Dead Load = Live Load = Add'l Live Load = % LL Reduction = Fir to Fir Height.= L Moments from PT Run 172 344 516 0 6 6 62 124 .186 0 ... Q. .0 20 20 1133 ______ 1133 1133 bc Y-Axis:. Beam MPR Moments from Beam Design +EQ @ MPR -EQI@ MPR X-Axis Left Right Left Right Mu :,(g, CL Beam MPR Moment @ Column Face= -1434 591 J 582 -1434 2450 J 2303.5 1 Beam MPR Shear= 266 74 I 28 202 Y-Axis Beam MPR Moment ® Column Face= 0 0 0 0 0 0 I Beam MPR Shear= 0 0 0 0 Column FlexuraIDesin. Values 1.4D 1.2D+1.6L= Add] Seismic Loads (1 .2+0.2Sds)D+flL+E (0.9-0.2Sds)D-E = Roof 3rd 2nd Pu Mu Mu Pu Mu Pu Mu 241 145 ' 203 490 .142 ... 150.., 739 .:_150 158 306 272 203 579 203 150 872 226 . 158 0 0 0 0 0 0 0 0 295 239 203 572 =150 863 203 158 129 9 .203 262 20 1 150 395 = 158 Column Reinf Reinf Layers /1 X-Axis Layers I &4: As = Dist from Col CG = Layers 2&3: As. Dist from Col CG = Roof 3 rd 2nd 2.60 2.60 2.60 12.50 12.50 12.50 1.20 1.20 1.20 3.00 3.00 3.00 Reinf Layers II Y-Axis Layers 1&3: As = Dist from Col CG Layer 2: As Dist from Col CG = 3.20 3.20 3.20 9.50 9.50 9.50 I 1.20 1.20 1.20 0.00 0.00 0.00 Cólumn.MPR .Moment X-Axis: (1.2+.2Sds)D+flL: Top of BM = (0.9D-0.2Sds)D: lop of BM (1.2+.2Sds)D-ff1L: Bot of BM = (O.9D0.2Sds)D: Bot of BM = Y-Axis: (L2+.2Sds)D+flL: Top of BM= (0.9D-0.2Sds)D: Top ofBM = (1.2+.2Sds)D4-fl L: Bot of BM = (0.9D-0.2Sds)D: Bot of BM Roof 3rd 2nd 857 1014 732 835 857 1014 1209 732 835 961 690 826 * 575 668 690 826 993 575 668 774 1.4D: Vu:F ' . I 1.2D-1.6L: Vu vu14= vc = I (1.2±0.2Sds)D-4-f1L+E: Vu= VUR I vc := (0.9-0.2Sds)D-E: Vu I vui I VC vs = I vs. req'd 27 21 16 0.055 0.044 0033 0.157 0.340 0.432- 0.000 :0.000 0.000 27 21 16 0.055 0.044 0.033 0301 0.357 0,458 .0.000 L .o.000.. o.000.,,: 0 0 0. 0.000 0.000 0.000 0.298 0.356 0,456 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0.000 0.291 0.358 0.000 0.000 0.000 0,000 1 0.000 0.000 Column Shear Design I Shear // Y-Axis:: Roof 3rd 2nd 1.4D: Vu= I vc = vs = 1.2DH.6L: Vu= vc vs (1 .2+0.2Sds)D+fl L+E: Vu vu/$ = vc = I vs = (0942Sds)D-E: Vu = I vc VS.= - vs13 req'd 21 20 15 0.041 0.041 0.031 0.286 0.340 0.432 0.000 0000 0.000 46 39 23 0.092 0.078 0046 -11 0.301 0.357 0.458 0000 0.000 0000 204 216 108 0.412 0.437 0.218 0.152 0.1770.226: 0.259 0.260 0000 174 199 97 0.351 0.401 0.197 0.000 0.149 0.180 0.351 0.252 0.017 0351 0.260 0.017 Shear!! X-.Axis: I Roof 3rd 2nd 1 .TransvReinf Roof 3rd 2nd I fc (ksi) = Tie Size = Tie Spacing (5.25 in Max) = 1 Shear llY-Axis: (in2) = Ashy,, (in 2) AVp0vj e j, (in 2) AVYTeqd/AVYPTOVjded Shear I! X-Axis: I .J AVXreqd (mn2) I ASh),mm (in 2) AVprovjded, X-dir (in) = I AVXreq c/AVXprovjj = I 4.0 4.0 5.0 #4... #4 ...#5 400 450 500 056 047 003 050 057 0.79. 0.60 0.60 093 0.94 0.95 0.85 0.00 0.00 0.00 0.65 0.73 1.01 0.80 0.80 1.24 0.81 0.01 ().8 Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1FB48-1F864 G:\iJOBS\ViaSat PS\ENGINEERING\Design\Cols\Inc Girder Cois\Grid 320.5,.Int G-Col.col General Information: File Name: G:\1JOBS1,ViaSat PS\ENGINEERING\Design\Cols\Int Girder Cols\Grid B20.5_Int G-Col.col Project: Grid B/20.5 Int G-Col Column: 24"x30" Col Engineer: CJ Code: ACI 318-11 Units: English 11/19/16 1025 PM Run Option: Investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Material Properties: fc = 4 ksi fy = 60 ksi Bc = 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/in Beta? = 0.85 Section: Rectangular: Width = 24 in Depth = 30 in Gross section area, Ag = 720 in2 Ix = 54000 in4 ly 34560 in4 rx = 8.66025 in ry 6.9282 in Xo= Gin Yo*, Din Reinforcement; Bar Set: ASTN A615 Size Diem (kr) Area )in2) 4 3 0.38 011 4 6 0.75 0.44 4 9 1.13 1.00 4 14 1.69 2.25 Size Diam (in) Area (in2) 4 4 0.50 0.20 4 7 0.88 0.60 0 10 1.27 1.27 0 18 2.26 4.00 Size. Diam (in) Area (in2) 0 5 0.63 0.31 4 8 100 0.79 4 11 1.41 1.56 Confinement: Tied; 44 ties with 410 bars,. #4 with larqer bars. = 0 8 pt.o, = 0 9 i(c) 0.65 ?attern: Irregular Total steel area: As = 7.60 in2 at rho = 1.06% Minimum clear spacing 5.13 in Area in2 X (in) Y (in) 1.00 -9.4 12.4 1.00 -9.4 -12.4 0.60 -9.6 3.0 0.60 9.6 -3.0 Area in2 X (in) '1 (in) 0.60 0.0 12.4 0.60 0.0 -12.4 0.60 -9.6 -3.0 Area in2 X (in) I (in) 1.00 9.4 12.4 1.00 9.4 -12..4 0.60 9.6 3.0 Factored Loads and Moments with Corresponding Capacities: Pu Mux Muy PhiMnx PhiMny PhiMn/Mu MA depth Dt depth eps_t Phi No. kip k-ft k-ft k-ft k-ft in in .1 241.00 145.00 203.00 323.53 45294 2.231 11.29 30.58 0.00515 0.900 2 306.00 272.00 203.00 471.90 352.19 1.735 14.27 34.21 0.00419 0.831 3 29500 239.00 203.00 441.59 375.07 1.848 13.93 33.74 0.00427 0.837 4 12900 900 203.00 19.84 447.48 2.204 4.18 22.13 0.01341 0.900 5 49000 142.00 150.00 395.27 417.53 2.784 16.38 32.79 0.00301 0.730 6 579.00 203.00 150.00 468.29 346.03 2.307 18.56 34.14 0.00252 0.688 7 572.00 183.00 150.00 445.92 365.51 2.437 18.31 33.84 0.00255 0.691 8 262.00 20.00 150.00 71.47 536.05 3.574 6.46 23.60 0.00839 0.900 9 739.00 150.00 158.00 376.08 396.14 2.507 20.24 32.98 0.00189 0.650 10 872.00 226.00 158.00 458.82 320.77 2.030 22.58 34.18 0.00154 0.650 11 863.00 203.00 158.00 438.00 340.91 2.158 22.34 33.98 0.00156 0.650 12 395.00 19.00 158.00 74.20 617.02 3.905 7.79 23.58 0.00630 0.900 End of output *** P (kip) 71 (Pmax) 1 (Pmax) ° 0 .; ... 1800 Y o 1 T 4-X o .. 0 0 . . . ... 1.. iiO 24x30in .600 / 7 Code: ACl 318-11 .i I Units: English . . 32 Run option: Investigation lenderness: Not considered Run axis: Biaxial ........-200+....................................................... 6j; 00 0 -200 200 4O060 Column type Structural L -200 M (38°) (k-ft) Bars: ASTM A615 . Date: 11/19/16 .:t...............J. . (min) I (Pmn) Time: 14:26:17 -Q0 ........................... ........................... spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-10494634-1 FB48-1 FB64 File: G:\1 JOBS\ViaSat PS\ENGINEERING\Design\Cols\lnt Girder Cols\Grid B20.5Jnt G-Col.col Project: Grid B/20.5 Int G-Col Column: 24"x30" Col Engineer: CJ f'c= 4 ksi fy = 60 ksi Ag = 720 in12 10 bars Ec = 3605 ksi Es = 29000 ksi As = 7.60 in12 rho = 1.06% fc = 3.4 ksi Xo = 0.00 in lx = 54000 in'4 eu = 0.003 in/in Yo = 0.00 in ly = 34560 in'4 Betal = 0.85 Min clear spacing = 5.13 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 -659 399 . 414 -347 -190 -635 417 370 . 433 -217 Rf Lvi: Mcoi -611 Typ LA: Mcol -602 Beam Depth = 35 in 12j 127 [1 Gravity Column Design {ACI 3181 Ver Grid C/19 lilt G-Col Biaxial Col: YES b 01 = 24 in Sds = 0.76 h 0 = 30 in fl= 1.0 dcolx dir = 21.5 in d 01 v dir = 27.5 in fyvert (ksi)= 60 (out to out of ties) 21 in Smallest Col Vert = #8 1 b = 27 in # Crossties y = 2 I hx = 8 in # Crossties X dir = 2 F Ag = 720 in' fy (ksi)= 60 Li <i Ach = 567 in2 sti ar = 0.75 Axial Load # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load = Add'l Dead Load Live Load= Add'l Live Load % LL Reduction Fir to Or Height = 204. 408 612. 0 6 .6 81 162 243 0 0 20 0. 20 .11.33 11.33. 1133 Moments. from PT Run X-Axis: DL @ CL PTM.@ CL 1.2E±L6L LL @ Left Right Left Rwht MmntthCl CT 0 -787 0 595 -820 -294 o 7887 0 657 -935 33O Torsional Mrnnt..Lk) 0. .0 Rf Lvi: Mcol Typ Lvi: McO1 Beam Depth = 35 in Y-Axis:, Beam MPR Moments from Beam Design +EQ@MPR .-EQ@MPR X Axis Left Right Left Right Mu @ CL Beam MPR Moment @ Column Fac. 0 1311 . 0 -1399 -1318.5 1644 1 Beam MPR Shear _0 _6 __0 __196 Y-Axis:. Beam MPR Moment @ Column face= -1173 414 426 -1148 -1721 I 1705 Beam MPR Shear 116 18 S 13 118 Column Flexural Design Values 73 I AD I.2D+1.6L Add] Seismic Loads (1.2+0.2Sds)D+f1L+E (0.9-0.2Sds)D-E RoOf 3rd 2nd Pu Mii,, Mu Pu Mu Mu Pu Mu Mu 286 423 .153 . 580 363 .58 874 .. 382 61 374 667 380 449 230 1060 496 . 263 0 0 0 0 0. 0 0 0 0 357 622 295 689 426 183 1038 469 208 153 1 119 310 38 :_93 467 34 . 103 Column Reinf Reinf Layers II X-Axis Layers I &4: As = Dist.from Col CG = Layers 2&3: As = Dist from Col CG = Roof 3rd 2nd 5.08 5.08 5.08 12.50 12.50. 2.54 .2.54 2.54 4.00 .00 4() Reinf Layers Ii Y-Axis Layers I &4: As = Dist from Col CG = Layers 2&3: As Dist from Col CG 5.08 5.08 5.08 9.50 9.50 9,50. 2.54 2.54 2.54 3.50 3.50 . 3.50 Column MPR Moments X-Axis: (1.2+.2Sds)D+f1L: Top of BM = (0.9D-0.2Sds)D: lop of BM = (I.2+.2Sds)D+fl L: Bot of BM = (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd 1370 1483 -• . 1246 1342 1370 1483 . .1681 1246 1342 1485 Y-Axis:, (1.2+.2Sds)D+flL: Top ofBM= 1060 1151 (0.9D0.2Sds)D: Top of BM . - . 959 1038 (1.2+.2Sds)D+f1L: Bot of BM = 1060 1151 1309 (0.9D-0.2Sds)D: Bot ofBM= 959 1038 1153 Column Shear Desi2n 74 Shear II Y-Axis: 1.4D: Vu vuj= vc vs = 1.2D+1.6L: Vu 1JI= ye * vs = (1 2±O.2Sds)D+fl LE: Vu vuI= VC = vs = (0.90.2Sds)DE: Vu = vu/4 = VC = VS = vs req'd Roof 3rd 2nd 58 52 39 0.116 0.104 0.078 0.152 0.358 0.458 0.000 0.000 0.000 105 83 50 0.211 0.167 0.102 0.159 0.381 0.491 0.052 0.000 0.000 218 145 73 0.440 0.293 0.147 0.158 0.378 0.488 0.282 0.000 0.000 209 145 73 0.423 0.293 0.147 0.140 0..154 0187 0.283 0.139 0.000 0.283 1 0,139 0.000 Shear// X-Axis 1.4D: Vu vu/4= vc = vs 1.2D+1.6L: Vu= vu/4 ye = vs = (1 2±O2Sds)D-Itl L+E: Vu vuI4 = VC = V's (0.9-0.2Sds)D-E: Vu = = VC = VS = vs reqd = Roof 3rd 2nd 18 8 6 0.037 0.017 0.013 0.296 0.358 0459- 0.000 0,000 0.000 65 49 27 0.134 0.102 0.055 0.159 0.381 0.491 0.000 0.000 0.000 195 152 76 0.402 0.314 0.157 0.158 0.187 0.488 0.244 0.127 0.000 184 152 76 0.381 0.314 0.157 0.140 0.154 0.187 0.241 0.160 0.000 0.244 1 0.160 0.000 Transv Reinf Roof 3rd 2nd fc (ksi) = Tie Size = Tie Spacing (6.00 in Max) = Shear 1/ Y-Axis: AVY qd (in 2) = Ashy, d. (in 2) AVProVlded, Y-dir (in AVYreqd/AVyprovided Shear// X-Axis: AVXreqd (j0) = Ashx,1 (in 2) = AVprov ded. X-di, (in 2) = AVj/AVXp vjded = 4.0 4.0 5.0 #4 #4 #5 4.50 4.50 5.00 0.51 0.25 0.00 0.57 0.57 0.79 0.80 0.80 1.24 071 071 063 0.55 0.36 0.00 0.73 0.73 1.01 0.80 0.80 1.24 091 091 082 Licensed to: Culp & Tanner. License ID: 64483-1049463-4-IFB48-16864 11/19/16 a 'L cns'.iasar 's\engieerrig'aesign\cols\ nt girder co_S grid c19i' a-col aol PM General Information File Name: g:\ljobs\viasat ps\engineoring\design\co..s\int girder co].s\grid c19 mt gcol.col Project: Grid 0/19 mt G-Col . Co]umn: 24"x30" Col Engineer: CJ Code: AOl 318-I1 Units: English Run Option: Investigation Run. Axis: Biaxial Material Properties:. f'c = 4 ksi Ec = 3605 ksi J1ti.mate strain = 0.003 in/in Betel = 0.85 Section Rectangular: Width = 2.4 in Slenderness: Not considered Column. Type: Structural ,f V . = 60 ksi Es = 2.9000 ksi Depth •.30 in Gross section area, Ag = 720 in2 ' 54000 Iv 34560 rn"4 6.66025 in r1 = 6.9282 in X6= 01n .YOe 0 i Reinforcement: Bar Set: ASTt1 A615 Size Diem (in) Area (in2) :# 3 0.38 0.11 4 6 0.75 0.44 W 9 l;.13 1.00 .4 14 1.65. 2.25 Size Diem (in) Area (n2) 6 4 Q.50 0.20 6 7 0.88 0.60 6 10 1.27. 1.27 le 2t,28 4.00 Size Diam (in) Area (in) 6 5 0.63 .3i 6 8 1.33 0.75. 4 11 1,ai 1.56 Confinement: Tied; #4 ties with #10 bers, #4 with larger bars. phi(a) 0.8, Phi (b) = 0.9, ph (c) .= 0.65 I .Pattern: Irregular 1-'tpl steel area As = 15.24 in2 at rho - 2.12% Minimum clear spacing = 4.59 in Area in"2 X(in) Y(in) 1.27 -9.4 12..4 1,27 9.4 124 1.27 3.5 -124 1.27 -9.4 -4.0 Area n2 X(in) Y (r.' 1.27 -3.5 12.4 1.27 -9..4 -12.4 1.27 9.4 -12.4 1.27 9,4 4.3 Area in.2 X 'in) Y jt) i,27 3.5 12.4 i27. -3.5 -12.4 .l.27 -9.4 4.0 1.27 9.4 -4..0 Factored Loads and Moments with Corresponding Capacities Pu Mux Nuy PhiMnx PhiMny PhiMn/Mu NA depth Dt depth eps_t Phi No. 1p k-ft k-ft - in in 1 28600 43 06 153.00 819.21 296.31 1 937 14 77 34 5 0,00400 0,815 2 374.00 667.00 3800 687.12 391.46 1.030 16.39 34.45 0.00330 0.755 3 357.00 622.00 295.00 741.55. 351.70 1.192. 16.13 34.66 0.00345 0.768 4 153,00 1.00 119,00 6.26 744.56. 6.257: 591: 21.50 0.00794 0.900 5 580,00 363.00 58.00 917.13 146.54 2.527 1672: 3273 0.00288 0.719 6 70400 449.00 23000 648.32 332.10 1.444 2.Q47 34.51 0.00206 0.650 7 689.00 426.00 I8300 694.47 298.33 1.630 20,24 34:65 0.00214 0.656 8 310 00 38.00 93 00 286 11 700.22 7-529 11 68 27.88 0.00420 0.832 9 874.00 382.00 61.00 803.80 128.36 2.104 20s94 32.64 0.00168 0.650 10 1060.00 496.00 263.00 595.63 315.83 1201• 2423. 34.45 0.00127 0.650 11 1038.00 469.00 208.00 637.75 282.84 1 360 24,T 18 34.69 0.00130 0.650 12 467.:.00 34.00 103.00 234.54. 710.52 6.898 12.89 27.13 0.00333 0.758 End of output File: g:\1 jobs\viasat ps\engineering\design\cols\int girder cols\grid c_i 9-it g-col.col Project: Grid C/19 1 n G-Col Column: 24"x30" Col Engineer: CJ f'c = 4 ksi fy = 60 ksi Ag 720 in'2 Ec = 3605 ksi Es = 29000 ksi As = 15.24 in'2 fc = 3.4 ksi e...0 = 0.003 in/in 3etal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Xo = 0.00 in Yo =0.00 in Min clear spacing = 4.59 in 12 #10 bars rho = 2.12% Ix = 54000 in"4 ly = 34560 inA4 Clear cover = 2.00 in I Gravity Column Design ACI 3181 V e r 14. 77 0 ' Grid C121.5 mt G-Col Biaxial Col: YES b 01 =24 in Sds = 0.76 I he,,, = 30 in 11 = 1.0 d,,,,, ,-di, 21.5 in I d 01 y = 27.5 in fy erts (ksi)= 60 - (out to out of ties) b , = 21 in Smallest Col Vert = # 7 - b . = 27 in # Crossties y 2 8 - I hx max = 8 in # Crossties X-4j,= 2 - - Ag = 720 in: (ksi) I Ach = 567 in 4) shear = 0.75 Axial Load. I # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd I Dead Load 219 438 657 Add'l Dead Load . () 6 6 Live Load 81 162 243 I Add'i Live Load 0 0 0 % LI. Reduction = 0 20 20 Fir to Fir Height 11_33 1133 _11_33 I Moments from.PT Run. I DL @ CL PTM @CL 1;2D±1.6L LL ( Torsional X_Axis Left Rw.ht Left Right Mmrt @ CL CL Mnint (Lit) Rf Lvi Mcol -1230 1 -717 1 664 396 1 678 _207 E_0 Typ Lvi Mcol I -1223 -526 656 _297 925 _280 0 Beam Depth= 35 in Y-Axis: I . RfL%1 Mcoll 0 1 0 1 0 1 0 0 0 254 Typ Lv! Mcol 0 0 1 0 1 0 1. 0 ___0 254 Beam Depth = 35 in Beam MPR Moments from Beam Design I +EQ @ MPR -EQ @ MPR X-Axis Left Right Left Right _Mu___CL Beam MPR Moment @ Column Face= -2017 665 602 I Beam MPR Shear= 330 182 64 _-2017 _332 _-3322__1_3114__j Y-Axis MPR Moment @ Column Face =[0_L_0 0 I Beam Beam MPR Shear 0 0 _0 _0 _0 I I Column Flexural Design Values 78 lAD = I.2D+l.6L= Add] Seismic Loads (1.2+0.2Sds)D+f1L+E = (0.9-0.2Sds)D-E Roof 3rd 2nd Pu Mu Mu. Pu Pu Mu, 307 372 213 622 . 383 158 .... 937 403 166 392 547 213 740 . 463 158. 1114 507 166 0 0 0. 0 0 0 0 0 0 377 511 213 730 440 158 1099 480 166 164 99 213 332 •. 127 158 500 1.- 129 •. 1 166 Column Reinf Reinf Layers // X-Axis Layers 1&4: As = Dist from Col CG Layers 2&3: As= Dist from Col CG = Roof 3rd 2nd 5.08 5.08 5.08 12.50 12.50 12.50 2.54. 2.54 2.54 4.00 4.00 4.00 Reinf Layers Al Y-Axis Layers 1&4: As Dist from Col CG = Layers 2&3: As = Dist from Col CG = 5.08 5.08 5.08 9.50 9.50 9.50 2.54 2.54 2.54 3.50 3.50 3.50 Column MPR Moments X-Axis: (1 .2+.2Sds)D+fl L: lop of BM = (0.9D-0.2Sds)D: lop of BM (1.2+.2Sds)D+f1L: Bot of BM (0.9D0.2Sds)D: Bot o'fBM' Y-Axis:. (1.2+.2Sds)D+fIL: lop of BM= (0.9D-0.2Sds)D: Top of 13M (1.2+.2Sds)D+fIL: Bot of BM (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd 1381 1493 - ' 1253 1355 1381 1493 1695 1253 ' 1355 150 -- 1069 1158 -. .965 1048 1069 1158 1318 965 1048 1169 Co1nthnShEr 1esin Shear Ii Y-Axis: Roof 3rd 2nd 79 1.4D: Vu= vuI= vc = vs = 1.2D+1.6L: Vu= VU/ vc = vs = (1 .2O.2Sds)D+flL+E: Vu= vu/ vc. = vs = (0.9-0.2Sds)D-E: Vu VLO vc VS .2 vsmax reqd = 53 54 Al .0.108 0.110 0.082 0153 0.366 0470 0.000.0.000 0.000 90 82 51 0.182 0.165 0104 0.161 0387 0501 1. 0021 0.000 0.000 308 293 147 0.623 0592 0.296 0.1.60 0.191 0.249 0463 0402 0,047 295,293 147 ,0.596 0.592 0.296 0.141 0.156 0.191 0.455 0.437 0,106 0.463 0.437 0.106 Shear// X-Axis: 1.4D: Vu vc vs = 1.2D-1.6L: Vu = vu/4 vc vs = (1.2±02Sds)D+flL+E: Vu= vul4 vc vs = (0.9-0.2Sds)D-E: Vu VU/0 = vc vs reqd = Roof 3rd 2nd 28 22 17 0058 0046 0.035 0301 0.366 0.470 0000 0000 0.000 28 22 17 0058 0046 0.035 03.20...0.387 0501 0.000 0.000 0.000 0 0 0.000 0.000 0.000 0.317 0.385. 0.498 0.000 0.000 0.000 0 0 0 0.000 0.000 0.000 0.267 0.307 0.383 0.000 0.000 0.000 Q-6601,0.000 0.000 Trans Réinf Roof 3rd 2nd f'c (ksi) = Tie Size Tie Spacing (5.25 in Max) = Shear// Y-Axis: Avy (in2) Ashy, (in 2) (in') AVYreq/AVyprovic1ed = Shear /I X-Axis: AVXreqd (in 2) Ashx, (in-') = AV9rovid x- (in = AVXreqd/AVXpr yided 4.0 .4.0 5.0 #4 #4 #5 4.00 4.50 5.00 0.74 0.79 0.21 050 0..57 083 0.80 0.80 1.24 0.93,098 1 067 0.00 0.00 • 0.00 0.65 1 0.73 1.06 0.80 0.80 . 1.24 081 091 086 . LU: aq 11/ i/ IC G:\.IJOBS\ViaSat PS\ENGINEERING\ Design \Cols\Int Girder Cols\Grid C21 .5Int G-Col.col 80:57 PM General information: File Name: C: \iJOBS\ViaSat PS\ENGINEERING\Design\Cois\int Girder Cois\Grid C..21.5.Int G--Col.col Project: Grid C/21.5 mt C-Cal Column: 24'x30" Co.? Engineer: CO Code: ACI 318-11 Units: English Run Option: investigation Slenderness: Not considered Run Axis: Biaxial Column Type: Structural Materiel Properties: f'c = 4 ksi fy = 60 ksi Re 3605 ksi Es = 29000 ksi Ultimate strain = 0.003 in/ -JD Metal = 0.85 Section: Rectangular: Width = 24 in Depth = 30 in Gross section area, Ag = 720 in2 Ix = 54000 iri4 ly 34560 ln4 rx = 8.66025 in ry 6.9282 in Xo = U :n (c 0 in Relr, torcement: I B:r Set: ASIM A615 Size Diem (in) Area (.in2) 4 3 0.38 0.11 4 6 0.75 0.44 4 9 li3 1.00 4 14 1.69 2.25 Size Diem (in) Area (in2) 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 Diem (in) Area (ln2) 4 5 063 0.31 4 8 1=00 0.79 4 11 1.41 1.56 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 1524 in2 at rho = 2.12% Minimum clear spacing 4,:59 in Area in2 X tin) I (in) 1.27 -9.4 12.4 1.27 94 12.4 1 1. 27 3.5 -12.4 1.27 -9.4 -4.0 Area in2 X (in) V (in) i27 -3.5 12.4 1.27 -94 -12.4 1,27 9.4 -12.4 1.27 9.4 4.0 Area in"2 X (in) I (in) 1.27 3.5 12.4 1,27 -3.5 -12..4 1.27 -9.4 4.0 1.27 9.4 -40 Factored Leads and Moments with Corresponding Capacities: Pu Mux Muy PhiNnx PhiMny ?hi.MnIMu NA depth Dt depth epst Phi No. kip k-ft k-ft k-ft k-ft in in 1 307.00 372.00 213,00 689.79 394.96 1.854, 15.63 34.43 0.00361 0.781 2 392.00 547.00 213.00 792.35 308.54 1.449 16.20 34.52 0.00340 0.763 3 377.00 511.00 213.00 775.53 323.26 1.518 16.13 34.57 0.00343 0.766 4 164.00 99.00 213.00 31018 667.37 3.133 10.51 28.00 0.00505 0.900 5 62200 383.00 158.00 725.28 299.20 1.894 19.24 34.61 0.00240 0.678 6 740,00 463.00 158.00 730,60 249.32 1.578 20.64 34.48 0.00201 0.650 7 730.00 440.00 158.00 722.07 259.29 1.641 20.58 34.52 0.00203 0.650 8 332.00 127.00 158.00 45774 569.47 3.604 14.42 31.41 0.00354 0.776 9 93700 403.00 166.00 668.94 275.55 1.660 23.00 3464 0.00152 0.650 10 1114.00 507.00 166.00 667.10 218.42 1.316 25.10 34,46 0.00112 0.650 11 1099.00 490.00 166.00 663.19 229.35 1.382 24.90 34.50 0.00116 0.650 12 500.00 129.00 166.00 436.32 561.46 3.382 16.24 3143 0.00281 0.713 End of output P (kip) 81 - 0 0 c. cD (Pmax) (Pmax) - 20O0 Y : 4-x 0 1-7 ------------- ------ ------ --- - -- o 0 0 . + f 0 ------------ 1 11 • 24 x 30 in ------------- 73 Code:AC1318-11 32 Units English Run axis Biaxial \ 4 Run option: Investigation -900 :7Q -500 -300 -100 100 300 500 700 900 enderness Not considered I WI (22°) (k--ft) Column type: Structural + Bars: ASTM A615 Date: 11/19/16 (Prnin) (Pmin) Time: 15:57:59 _+1000•_j_ spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 F848-1 FB64 1 File: G:\lJOBS\ViaSat PS\ENG IN EERING\Design\Cols\Int Girder ColsGrid C21 .5Jnt G-Col.col Project: Grid C/21.5 Int G-Col Column: 24"x30" Col Engineer: CJ f'c=4ksi fy =60ksi Ag720in"2 12#10 bars Ec = 3605 ksi Es = 29000 ksi As = 15.24 in A2 rho = 2.12% fc = 3.4 ksi Xo = 0.00 in Ix = 54000 in'4 eu = 0.003 in/in Yo = 0.00 in ly = 34560 inA4 3etal = 0.85 Min clear spacing = 4.59 in Clear cover = 2.00 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 L GravitvCoiuinn Desin ACI318 Grid B/18 mt Col Biaxial Col: NO b 0 = 30 in Sds = 0.76 h 01 = 24 in fl= 1.0 d 01 = 27.5 in d 01 y-dfr = 21.5 in verts (ksi)= 60 (out to out of ties) b = 27 in Smallest Col Veil = # 7 b = 21 in # Crossties Y-r = 2 hx = 12 in # Crossties X-di, = 1 Ag = 720 in' fy (ksi)= 60 Ach = 567 in2 shear = 0.75 DL @ CL PTM @ CL 1.2D+1.6L LL @ Left :Rinht Left Riht Mmntr1 CT. -588 417 400 -273 -166 -588 438 432 -348.. -200 Torsional Mmnt (U!t) 0 0 X-Axis: Rf Lvi: Mcol -596 Typ Lvi: Mcol -570 Beam Depth = 35 in b col Axial Load # of Elevated Levels = 3 (9 Max) Roof 3rd 2nd Dead Load = Add'l Dead Load = Live Load = Add'l Live Load % LL Reduction = Fir to Fir Height = Moments from PT Run 107 214 321 0 6 .6 47 94 141 0 0 0 20 20 1133 1133 1133 Beam MPR Moments from Beam Desii +EQ @ MPR -EQ @ MPR ht X-Axis: Left .i Left Right:Mu:@CL Beam MPRMoment@ Column Faced _-1211 426 430 -1173 -1766 1 1732 I Beam MPR Shear =1 13 13 1116 Column. Flexural Design. Values 1.4D 1.2D+1.6L Addi Seismic Loads (1.2+0.2Sds)D+f1L+E (0.9-0.2Sds)D-E Roof......... 3rd . 2nd Pu Mu Mu Pu Mu, .Mu . Pu Mu Mu = 150 4 308 19 466. 20 = 204 216 384 136 580 158 - 0 0. 0 0 373 0 136 106 9 93 I LL 563 165 13 249 13 Column Reinf Reinf Layers II X-Axis Layers I &4: As = Dist from Col CG = Layers 2&3: As Dist from Col CG Roof 3rd 2nd L5.08 .5.08 950 90 9.50 2.54 .5.08 2.54 2.54 3.17 3.17 3.17 Column MPR Moments —X-Axis: (1.2+.2Sds)D+flL: Top of BM = (0.9D-0.2Sds)D: Top of BM = (1.2+.2Sds)D+flL: Bot of BM (0.9D-0.2Sds)D: Bot of BM = Roof 3rd 2nd - .... 978 1064 - 922 965 978 1064 1115 922 965 1007 84 I Column Shear E)esin Shear// Y-Axis: 1.4D: Vu vuJ vc vs 1.2D+1.6L: Vu vc vs (1.2+0.2Sds)D+f1L+E: Vu vu/k vc vs = (0.9-0.2Sds)D-E: Vu VU/0= vc vs vs. req'd Roof 3rd 2nd 1 3 2 0.002 0.006 0.004 0.263 0.302 0.335 0.000 0.000 0.000 39 31 16 0.080 0.063 0.033 0.144 0.318 0.358 0.000 0.000 0.000 189 156 78 0.390 0.322 0.161 0J43. 0.159 0.176 0.246 0.163 0.000 183 156 78 0.378 0.322 1 0.161 0000 0.141 0148 0.378 0.181 0.013 0.378 0,181 0.013 Transv Reinf. fc (ksi) Tie Size= Tie Spacing (4.67 in Max): Shear// Y-Axis: Avy (in2) = Ashy, (in 2) Av (in) = Av)fA Shear II X-Axis: Roof 3rd 2nd 4.0 4.0 4.0 #4 #4 #4 4.00 4.50 4.50 0.76 0.41 0.03 0.65 0.73 0.73 0.80 0.80 0.80 094 091 091 Ashx, (in 2) = 0.50 0.57 0.57 (in) = 0.60 0.60 0.60 A/Avx, = 084 095 0.95.-- Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1FB48-1?864 11/19/16 g:\ljobs\v.iasat os\engineerinq\design\cols\ramp cols\grid b_lB_mt coi.coi. 8531 PM ' General Information: File Name: q:\ljohs\viasat ps\enqineering\design\cols\ramp cois\gridb_18_int •col.coi Pro.ecz: Grid 0/18 mt Go? Column: 24"x30° Col Engineer: CJ Code: ACI 338-1 i Units: English I Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: tc = 4 ksi Nc = 3605 ksi Ultimate strain = 0.003 In/in Betal = 0.85 Rectangular: Width = 30 in fy = 60 ksi Es = 29000.ksi Depth = 24 in Gtoss section area, An = 720 in2 lx = 34560 in4 ly 54000 in4 rx = 6.9282 in ry =. 8.66025 in 1<0= 0th Yo Oi.n Reinforcene Eiai Set: ASTH A615 Size Diam (in) (in'2) 4 3 0.38 0.11 4 6 0.75 0.44 it 9 1.13 LOU #14 1.69 2.25 Size Diam (in) Area (in'2) 4 4 050 .0.20 4 '7 0.88 0.60 4 10 127 1.27 4 18 2.2.6 4CC Size Diem. (in) Area (i.n2) 4 5 063 031 4 8 1.00 0.79 4 11 L41 1.56 Confinement: Tied; #4 ties with 410 bars, #4 with larger bars. ..i a -.8, p"i b Pattern: Irregular Total steel area: As 15.24 in2 at rho =2.12% Minimums clear sDecing .= 4. 73 in Area .sn'2 X (in) Y (in 1.23 -12.4 9.4. 1.27 12,4 9.4 1.27 3.0 -9.4 1.2/ -12.4 -3.1 Area in"2 X (in) Y (in) 1.23 -3.0 9.4 1.27 12.4 -9.4 1.27 12.4 -9.4 1,27 12.4 3.1 Area in"2 1< (in) Y (in) 1.27 3.0 9.4 1.27 -3.0 -9.4 1.27 -12, 3.1 1.27 12.4 -3.1 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Nu NA depth Pt depth eps_t Phi NO. kip k-ft k- in in 1 1.50.00 4.00 745.90 186.475 5.88 2136 0.00790 0.900 2 . 204.00 216.00 773.61 3.582 6.23 21.36 0.00729 0.900 3 192.00 136.00 767.47 5643 6.15 21.36 0.00742 0.900 4 80.00 9.00 709.35 7&o817 5.46 21.36 0.00874 0.900. 5 308.00 19,00 .825.29 43;436 6.96 2L36 0.00621 0.900 6 383.00 136.00 861.27 6.333 7.53 21.36 0.00551 0.900 7 37300 93.00 856.17 9.206 7.45 21.36 0.00561 0.900 8 165.00 13.00 753.61 57c970 5.98 21.36 0.00733 0.900 9 466.00 20.00 879.25 43,962 8.30 21.36 0.00472 0.876 10 580.00 158.00 809.94 5.126 9.97 21.36 0.00343 0.766 11 563.00 106.00 920.51 7.741 9.72 21.36 0.00359 0.780 12 249.00 13.00 796.27 61.252 6.54 21.36 0.00681 0.900 End of output ** I P(kip) 86 - j (Prnax)! (Prnax) a 0 Q 2000 I 0 0 ..... fs0 + ----------------- 0 0 0 1 I '1 / fs0.5fj' + .fs0.5fy FC 1000 ------------ / \ / 30 x 24 in Code ACI 318-11 t9 —17 Units: English I 2/+2 Run axis About X-axis \ I Run option: Investigation -900 f --o • +-500 -300 100 100 300 500 / 700 900 nderness: Not considered Mx (k-ft) Column type: Structural Bars: ASTM A615 Date: 11/19/16 : Time 16:31:34 - (Pmn) 10001 (Prnin) I spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 I File: g:\ljobs\viasat ps\engineering\design\cols\.ramp colsigrid b_18_int col.col Project: Grid B/18 mt Col Column: 24"x30" Col Engineer: CJ fc4ks1 fy =60ks1 Ag=720inA2 Ec3605ks1 Es=29000ksi As =15.24inA2 fc3.4ks1 Xo =0.00 in eu = 0.003 in/in Yo =0.00 in ta1 = 0.85 Min clear spacing = 4.73 in Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 12 #10 bars rho = 2.12% Ix = 34560 inA4 ly = 54000 in'4 Clear cover = 2.00 in - - - - - - - - - - - - _1 •PU - 17 * N37 41 N1 NEO zi 41 N47 N40 N4 2 p128 N33 - 'N4 5 :1 N32 N44 NjO N jN16 1 R. 15 1 * SK - I cJ_________ Ramp Cols Nov 20 2016 at 10 46 AM Via Sat Ramp :Cols.r3d 88 Company r f / D Nov 20, 2016 Designer 10:48 AM Job r'4urnber Via Sat NO Model Name: Ramp Cols Checked By: Joint Coordinates and Temperatures Label X ifU . y ( 7 •{ffl . [fl Fm' flr H1' E'T' E ---t33 1 3 N3 j 0 j 12.2 0 0 __ 6111 Ji. ITI iiiiIIIdITII 1. 5 N5 0 23,52 . 0 0 riT 0 7 N7 1 0 33 ' 99 37.07 I 0 0 8 N8 18 1 0 i 0 ±9 N9 18 11.33 0 .10 NIO 18 1 13:12 __0 i 0~ 'jJ N11 18 -_226 0 12 N12 24.43 __0, _______0 13 .14 . "--,-N N13 14 18 36 33.99 0'0. 0 0 0 15 I N15 36 11.33 0 0 1Hi6 'NlG 36 14.03____. 0 0 117 N17 36 22.66 0 36 25.35 0 0 119 N19 36 33.99 0 0 L.2L N20 0' __'0 0 121 N21 54 11.33 0 . 0 1 22 1 N22 54 i-i N2-4I-II il06 iiiiii 25 N25 54 33.99 0 0 26 , N426 72 1 0 0 0 27 N27 . 72' 11.33 0 0 N28 72 15.34 ,0Th0 29 N29 72 22.66 0 0 _ Lao N30 72 2721, 01'_0 31 L_N31 72 .32 _______N32 .90 0 Q 0.1 33 i.34._ N33 N34 90 .90 16.6___0 351 N35 .90 22.66 1_.0 361_... __j6 9b.28.4 0 0 37 N37 90 L 33.9 .. ... 38I___. _N38____. 108_ 0 1._0 1 0 39 N39 108 11.33 0 0 40 _..N40 108 17.43 - Q 41 N41 108 22.66 N42____1_108 _29.11 0 0 43 N43 108 33.99 0 0 44 N44 12 0 0 0, L4N45 ._.,.,, 11.33 i - 0 _Q,,, N46 1,26 i8.24 , 0 '0 47 N47 I 126 22.66 1 2.9 0 0 1 48 N48 ' 126 49 N49_ 126 33.99 50 N50 ,144 0 0 ___0 51 N51 144 11.33 LQ.._ N52 144 19.01 0'.. _0 53 N53 I 144 1 22.66 0 0 54 1 t'J54 144 30.64 _'0, 1 55 N55 144 339.'0LQ_L Li J6_[ 162__, 0. _0 - RISA-30 Version 14.0.1 [G:\ ... \ViaSat PS\ENGJNEERING\Design\Cots\Ramp Cols\Ramp Cols.r3d) Page 1 on Nov 20, 20 10:48 AM Designee . cj j job Number Via Sat , Checked By: 1 E ;H N 0. L 0 0 I E t Model Name : Ramp Cots Joint Coordinates and Temperatures (Continued) I nhol X On . Yfftl 7 ifti . •. Thmo fF1' Detach From Diao.. N57 . 162 33 .._L Q U 58 N58 162 20.28 _0 ___________________ 59 N59 162 22.66 0 0 Q_. N60 162 31.77 0 0 61 N61 162 3399 o 0 180 0 ,0 , 0 63 N63 180 _10.16 . 0 0 -. 64 N64 . 180 11.33 0 0 5 N65 180 21.48 . 0 0 N66 180 1 22.66 0 ,t 0 .67 N67 180 ' 32.9 0 0 68 N,68 180 33.99 0 0 Member Primary Data I tru,t V InInt ttfri SDrfir',n1Sh Tvrô. flirin I iO M*rl flinn Rut r TIuiM1_EN1NiiITJ 4 Column ctangutar Conc3000NW JTvcaL .2 M2 N2 N3 I CRECT3OX24 . Column Rectangular Conc3000NW TVDIC3I N3 , N4 _j, Typical M4 N4 1 N5 CREcJI.3024 i Column Rectangular 1 Conc3000NW i Typical I 5 M5 N5 i N6_ ICRECT30X24 Column Rectangular Conc3000NW Tvc)ical 6 vJ '..N7 CRECT30X24 Column Rectangular , Conc3000NW , T,pil Li M7 N8 NO RECTWX2~- -Column Rectangular Conc3000NW Typical M8 N9 , N10 CRECT3OX24 Column Rectangular Conc3000NW Typical M9 N10LiNiL ............... CRECT30X24 Column Rectangular Conc3OOONW Typical 110 M10 - Nil N12 IcREOT0X4 Column Rectangular Conc3000NW Typical 11 M-11 N12 N13 Column . Rectangular ConcWOONW Typical 12 M12 N14N15 CRECT30X24..cplumn Rectangular , Conc3000NW±jypical 13 M13 Ni5 Ni6 CRECT3OX24 Column Rectangular Conc3000NW . Typicat ,14LiM1 1 _j!16N17_ IIiITT30X24 Column Rectangular 'Conc3000NW.Typical N17 N18 CRi30X24 'Column Rectangular Conc3000NW -Typical Lb Ml 6 CRECT3OX24 Column Rectangular Conc3000NW tTypical 17 M17 I N20 CRECT3OX24'Co Rectangular Conc3OOQNTpical 1.8 M18 1. N21 N22 , _BCT30X24_Column•Rectangular __Conc3000NW Typical 19 M19 N22 N23 ' CRECT30X24 Column Rectangular Conc3000NW Tvoical 0 M20 N23N24 I ___ct F, 2-1-1 N24 N25 Li CRECT30X24.. Column _RectangConc3OOONWTy,pical 1 2 _M22 IN24 N27 CRECT30X24 I Column Rectangular Conc3000NW Typicali L2 _M23 N27 N28 CRECT30X24'C2j Rectangular Conc3000NW TJL _24 _M24 N28 , N29J CRECT30X24 _Column, Rectangular 'Conc3000NW Typical 25 M25 LJ29. N30_ CRECT30X24 1 Column Rectangular lConc300ONW i , T,ypical 26 _M26 N31 CRECT3OX24 Column Rectangular Conc3000NW L_.IypIcal 127_M27. N32 I N33 CRECT3OX24 Column Rectangular Conc3000NW l_jj,yp,çl 28-1-M,28 - I N33, 1 ,1l34 I J..ET30X24Colu mnRectangur Conc3000NW I_jyoical 29 1 M29 I N34 i N35 CRECT.Q2b.,,._Column Rectangular Conc3000NW ..Jv130 N35 N36 Typical i... FT30X24 Column i Rectangular] Conc3000NW 1 Typical .31 M31 N36 I N37_ j. CRECT30X24 Columnl Rectangular Conc3000NW L_Tvpical 1 32 ._Jv132 j_N38 I N39 ' 'CRECT30X241Colum6 Rectângur,Conc3000NW Typical M33 —1-1439 N40 33 1 CRET30X24 Column Rectangular Typical 34 1 M34 I _N40 ]. N41 CRECT30X24 i Column Rectangular i_Conc3000NW TyicaI 36 1 ..M35 M36 j_N42 LJ.41I N42 N43 . CRECT30X24!Column! CPECT30X24 Rectangular Conc3000NW I Column Rectangular Conc3000NW .i T,pjL Tvpica 37 M37 N44 N45 . CRECT30X24 Column Rectangular Conc3000NW 1 Typical 38 M38 N45 1 N46 CRECT3OX24 Column' Rectangular C6nc3000NW: T.ypjal 39 M39 N46 I_N47 N47 I N48 CRECT30X24 i Column Rectangular Conc3000NW I Typical .40.1 M40 , I CRECT3OX24 Column Rectangular . Conc3000NW I Typical 1 I RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 2 Company P Designer Nov 20, 20 48 AM Job Number : aSt C N 0 0 .1 s Model Name : Ramp Cots Checked By:_____ MemberPrimaty Data (Continued) Label I Joint i Joint K Joint Rotate(de. SectionlShaoe Toe Desinr Ut Material Desio.n RuL. LIit M41 I N48 N49 FT inectangar ...çnc300QNW R TVDLCaI 42 _j142 N50 N51 II . CRECT30X24 Column Rectangular Conc3000NW jcll 1M43 N51 j N52_ CRECT2jjfumn_Rectangular Conc3000NW Ijjypical 44l M44 45 1 M45 I N52 N53 I N53 N54 _CREQJ130X24 Column Rectangular Conc3000NWTypical_ L CRECT30X24 Column' Rectangular Conc3000NW i_jjl 46 M46 N54 N55 . . J CRECT30X24 ;Column Conc3000NW Cal Typical 471 M47 N56 N57 CREcTQx24..Column Rectangular Coric3000NW Typical 4 M48 N57 N58 CRECT30X24 Column Rectangular Conc3000NW 1_Typical L49 1 M49 N58 1 - CRECT24 :Column _Rectangular _Conc3000NW [yjl 1501 M50 N59 N60 " - ......CRECI3OX24 Column Rectangular Conc3000NW jçajj Li M51 N60 _N_I CRECT30X24 Column Rectangular Conc3000NW Typical 52 I M52 I N62 _N63 .. CRECT30X24 _Column _Rectangular _Conc3000NW 53 M53 N63 N64 M53 CRECT3OX24 Column _Rectangular Conc3000NW 54 M54 1 N64 _N65 . CRECT30X24 Beam Rectangular ____Conc3000NW _Typical L55 M55 _NJ N66 CRECT30X24 i Column Rectangular Conc3000NW Typical 56 _M56 N66_[T ITTT CRECT30X24 iColumn _Rectangular ___Conc3000NW__Tyoica 57 M57 N67 _N I CRECT3OX24 __Column _Rectangular _Conc30OONW Typical Joint Boundary Conditions .tnint.l nh,61 fkJiM YTkI1nI 2 rkanl: )C 14ottk4tfr6d1s '4' Rt.fk.fVradT Z Rbt.1kftIrad1 T2TT.N2 N1 L___ act io__Reaction __Re_2C Reaction Reaction :..•. ___. 1 . N3 Reaction N4 Reaction N5 Reaction 6 N€_jiiR.action 7 N7 Reaction N8 j Reaction _tjon I - Reaction _ReactioaJction___J 9jN9 Reaction .________ 101 NIO lReaetiojr Nil Re?ctiQi 12 -Ni Reaction .. •• . ....... _,. . 13 N13 Reaction . 14 1 N14___. I_ Reaction _Rction Reaction __, _Reaction __Reaction [15 N15 Reaction __________ _•.I [6 ..'.N16 Reaction ___________ ________________________________________________ 17_Nii tLqQ N18 I Reaction -_____ lU N19 , Reaction N20 jiiop Reaction_•.. Reaction _.Reaction _Reaction IlL N21 Reaction 221 N22 Reaction 24i Lz-N23 N24 1Reaction_._ . _•' _____I Reaction ______ __________ l_ ______ __________ 1. 25 261 N25 N26 j_Reaction Reaction Reaction Reaction Reaction I Reaction 27 N27 [Reaction 28 N28 I Reaction 29 N29 Reaction 30 N30 Reaction 31 [2 _N31 N32 Reaction I Reaction Reaction 1+ Reaction Reaction I Rea ction _r 33 N33 I Reaction 34 N34 I Reaction F 35 _N35 ) Reaction I F 1 RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 3 RISA-3D Version 14.0.1 [G:\ ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 4 I r Company Desiner, : Nov2O2 I Number : ViaSat 10:48 AM Job T E C H N GI Model Name : RampCols Check By: Joint Boundary Conditions (Continued) r' I ki Y flfir1 V rklfro 7 fldinl ( Pif k-4/rrfl Y Prt 1k-ft!rd1 7 Rot 1k-1/r2d1 36 1 N36 Reaction LLNL Reaction._ 38 N38 Reaction Reaction Reaction Reaction Reaction 39 N39 _Reaction 40 N40 Reaction 41 N41 Reaction 42 J, N42 Reaction—.: L4_t4__eaction 44 N44 Reaction I Reaction Reaction Reaction Reaction ___ L45 N45 Reaction .46 N46 1 Reaction i 47 N47 Reaction 48 N48 Reaction .49 1 N49 Reaction_L 50 N50 i Reaction I Reaction i Reaction , Reaction Reaction 51 N51 Reaction 2. N52 Reaction 53 N53 Reaction 54 N54 Reaction 55 N55 Reaction 56L Reaction Reaction ReactiOn+ Reaction Reaction +57 ,68 N57 N58 Reaction Reaction 59 N59 Reaction 60 N60 Reaction 62 N6 Reaction 1 Reaction F661 Reaction Reaction I Reaction ReaçflQg._ 63 N64 Reaction 64 N65 . Reaction 65 N66 Reaction 66 N67 Reaction 67 N68 Reaction 68 N63 i I Reaction Basic Load Cases A DL Axial None 2 LL Axial None 57 3 DL Moment 4 LL Moment None one 57 57 . 5 PT Moment L None 57 Beam Mr (Lat A) None F 57 7 Beam Mnr (Lai B) I None . 1 . 57 Joint Loads and Enforced Displacements (BLC I : DL Axial) I I Company : 92 Pe&gner : Nç. 9, 2016 iobNumber ViaSat 1048AM T E c. . N : . Model .Name : Rarnp Cots Checked By: Joint Loads, and Enforced Displacements ML I: DL Axial) (ontiñuedj Joint Lábél LD,M: DIti. 9 . N1.f . 1 1 -43- 012 _.....1_L Y___-52 11 N13.. .L___ 43 .1 Y __-43 ,N16 .1 1 -52 I_a) N17 LY -43 N18: _.. Y i -52 N19 L -43 N21 1, -43 -38 ...:..•.: __N22______. 8-1 1____[____________________________ _ E 17 20 L Y -43 N24_______________.. y __. .8_ 4 21 I Y 43__ 27 I Y -54 21._N28 L 53 24 N29 L Y_-54 25- N30-. ___. . ____ ____ 26. N31 I y .27 .N33. . L .Y -54 N34 L y 19 1 N35 _j_. ..-54 N36 I _L -53__.. 31 .; 32 ,N3G.....__... _. _..... _1 Y y -53 34A N41,. .. _____. ____.'{ 54 35 42 _1 ...I. 'f.__36 -53 . .. ______. _Y_ —54 37 N45__,. y 38 M46 i 39 _N47_.,L .._.N48.; _..L_1 . .77 Y_L_-53 41 .N49 L Y 42 N51 I Y ,54 43 N52. _.1_L Y. _-53: 44_ N53 ______________I_LY p.54 _N54 Y 46. N55 I Y 54 AL N57 .1 L •,.. ,..••. 54.. N58 L Y 49_ N59 .54 N60 51 N61 L V. L54 N63 Ly -53 53 N64 L - V -54 54 N65 L N66 . I Y _ 66 N67 . . V -5W 57 N68. . I Yr Joint Loads and Enforced Displacements (BLC. 2 :.:LL Axial) :nirtf 4 thp I tiM ... Diredkn. MOflitUdet(k.k4tL:&kradIL, MA. I . V . _17 - • NB L Y . .717 4 . .............. •• L V •.. RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERJNG\DesignCoIs\Ramp Cols\Ramp Cols.r3d] Page 5 I Joint Loads and Enforced Displacements (BLC 3: DL Moment). Joint Label L,D,M Direction Magnitude[(k,k-ft), (in,rad), (.... RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGlNEERlNG\DesignCols\Ramp Cols\Ramp Cols.r3d] Page 6 I Company f Designer : Nov 2O, 201 I JQDNwr : viaSat 10:4$ AM N E Mdel. Waé : Ràp .Cols Cheók By:_____ Joint Loads and Enforced Displacements (BLC 2: LL Axial) (Continued) r Company f Designer : 94 Nov 20, 2016 10 AM Jobumbr Vä Sat E C H MO m E ModelNae Ramp Cols Checked By: Joint Loads and Enforced DisDiacements (BLC 3: DL Moment) (Continued 5 N5 L Mz 544 _6: .._.N7 L ___Mz 401 7 N9 i L Mz -387 NW t L Mz 544 1 Nil L Mz -387 Lip N12 I. Mz 544 Lii , N13 L I Mz -428 .N15 L Mz 387 3 N16 . L Mz 544 14 . N17 ' .....1 L Mz -387 r-15 N18 L Mz , 544 N19 _.. L __Mz -428 _4 17 .N21 L Mz ' -387 N..22 L !____Mz .305 19 'N23 L ' Mz -387 N24 ____1_L ______Mz 305 21 1 N25 L Mz ' -428 1 22.. .. ..' "N27 . . ' ... LL Mz 89 23 1 N28 . , L Mz , 570 24 ' N29 '.. L Mz ,-589 25 N30 L ' Mz 570 26 .'.... 'N31 i L__Mz __-598 27 N33 i L Mz 28 1 N34 L_______________Mz 570. I 29 N35 Mz -589 N36 ,.._. Mz __570 N37 L Mz -598 Ii a. 'N40 _. L Mz 570 34 .......N41__________.... L __.Mz ____. T59 35 . N42 L 'Mz :, 570 36 N43 _..' Mz .-598... 37 N45 Mz 89 38 , 'N46 L Mz 570 39 1 N47 . L Mz -589 .4Q. ...___'..N48 _.. -L _.Mz 596 41 N49 L Mz _-598 42 ': - _N51 _____ .... __ L ___Mz -589 , 43 N52 L Mz 570 N53 L___Mi _-589 45 I N54 L _Mz 596 46 N55 L Mz__________-598 47 N57 L . Mz -589 iif N58 L Mz 570 49 N59 L Mz -589 50 N60' L Mz 596 51 N61 L Mz -598 52 N63 L' __, _Mi ___- _____570 —93 N64 L _Mz _-589 54 N65 L Mz 570 55 N66 L Mz -589 1, N67 " L Mz 596 rY I N68 L I Mz -598 RVSA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 7 r company 2 P Designer CJ Nov20 2 ' C 0 18 AM ' Job Number via Sat N L Mqdel.Nathe Ramp Cols beckeBy:____ Joint Loads and Enforced Displacements (BLC 4: LL Moment) l-<16A-3L) Version 14.0.1 [(3:\ ... \VIaat uoiswcamp uois.rjaj rage 0 Company f Désri : Nov202 J Job Number : Via.Sat 10:48 AM ChkedBy:___ CNr.O&GIES ModNarn :RhipCoIs Joint Loads and Enforced Displacements (BLC 5: PT Moment Joint Label L.D.M.. Oirecton 1 N2 L Mz 329 2......N4 L Mz - 329 3 N6 L Mz 353 4. N3 L Mz -350 5. N5 L Mz -350 N7 L Mz __-228 7 N9 L Mz 329 N10 Mz _-350 1 Nil 1.. Mz 329 10 N12 L __Mz ___-350 L11__N13 L Mz 353 - 12 _N15 L L_ _Mz __329 13 i. N16 L Mz . -350 1.4 ____N17 L __Mz _329 J 51 N18 T L Mz _-350 16 N19 _. L ____Mz _353 17 N21 L . Mz 329 N22 L _Mz _-262 f 19 N23 L Mz 329 20 ___J24 Mz __-262 21 N25 J L Mz 2L_N27 .L ___Mz . 370 2. N28 L Mz 5 24 . N29 Mz__370 25 N30 Mz -355 I_26 N31 LMz 371._____ 127 N33 LMz .70 N34 L __Mz -355 29 N35 L _Mz 370 30. N36 L Mz -355 31 1 N37_. L Mz 371 32 N39 L NZ, 370 33 N40 L Mz -355 34 NO Mz 370 35 N42 .L _Mz -355 136: . ... ... N43 L Mz . ., 371 IL N45 . Mz . 370 38, N46 L ?vlz - -355 i 39 N47 .. _L Mz 370 40 N48, .. _L._Mz __-374 41 N49 L _Mz 371 42- N51 _... . _Mz 370 L4 L _Mz -355 1..44 ___N53 L______Mz ____370 1 4 N54 L Mz -374 461 N55 L Mz . 371 471 N57 L Mz . 370 481 N58 L . Mz -355 49 N59 L _Mz 370 50 N60 L _________Mz___-374 51 N61 L _Mz _371 _ZJ_N63 L _Mz -355 53 N64 L . Mz 370 54 N65 L Mz 1 -355 55 N66 L Mz 370 56 N67 374 + 57 N68 L Mz 1 371 RISA-3D Version 14.0.1 [G:\ ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 9 Compny p p D ig er: Nov 20, 2o7 JobNumbr . Via Sat 10:48 AM 1 L . N 0 L 0 E Moel.Name Ramp Cols Checked By: Joint Loads and Enforced Displacements (BLC 6: BeamMpr (tat A)) 30 N3ti L Mz . -bit 31 N37 _I ii Mz __---_ _ .32 . N39 L Mz -868 33 1 N40 - Mz -577 34 .. N41 L Mz -868 1 N42 I M7 -577 36 N43 L Mz -868 37 N45 L N46 L Mz Mz -868 -577 3 N47 N48 L L Mz Mz -868 -577 41 N49 L Mz -868 42 N51. L Mz -868 N52 L Mz 577 LL. N53 L Mz L -868 45 N54 L Mz -577 46 N55 L _________Mz_______________-868 47 N57 L _Mz _-868 48 N58 Mz -577 49 N59 L Mz _-868_ 50 ________________N0 _ -577 L1J_N61 L _Mz -868 52 ________N63 .. __Mz ____-577 53 N64 L Mz _-868 54 1 N65 L 77 55 N66 L __Mz .-868 I56 -. N67 L _Mz ___-577 57 L N6& _L _1 __Mz__-868 I' RISA-3D Version 140.1 [GA ... \ViaSat PS\ENGJNEERING\Design\Cols\Ramp Cols\Ramp Colsr3d] Page 10 I- I I . f company Dèsigne : Nov 20, 2O Job.Nuiiiber : ViaSat Checked By:_____ ____ T. I C H N L 0 U 1 E S Model Name : RapColS Joint Loads and Enforced Displacements (BLC 7: Beam Mpr (Lat B • Joint Label. LAM D n .Maqnitude[(k,id\L. Li N2 L Mz 1 562 2 N4 L. Mz 1 562 3 1 N6 L Mz 562 4 N3 L Mz 862 51 N5 L Mz i 862 N7 Mz 1124 7 N9 L . Mz 562 8 win L Mz 862 19 Nil L i Mz 562 10 N12 L Mz 862 L Mz _62 _12 N15 L Mz 562 13 N16 L Mz 862 _14_L N17 L Mz 1 ____ 562 115 N18 L Mz 1 862 16 N19 Mz 562 17 N21 l. . Mz 562 18 _N22 Mz I 762 19 N23 L Mz 562 120 N24 _L Mz 762 21 -N25 _. L. -Mz ____ 562 221 N27 .. . Mz 579 23 N28 - Mz 862 N29 L Mz __579 LJ N30 L Mz 862 1 26 N31 L 27 1 N33 L Mz . 579 28 N34 L ___Mz 862 29 N35 L Mz 579 30 N36 ___. ... Mz 8Q2_________ 31 N37 L Mz 579 32. N39 ______•.._.. _____ L.___._.:_ _Mz 57 33 N40 L .Mz 862 ...._N41 ______._. L____.1.... ___Mz 35 N42. L ._..Mz .862 36 .[_•_N43____._._•, L___' Mz .579 37 N45 L Mz 579 L18 —N46 L - Mz 862 a. - N47 . 1_L Mz __ 579 N48 L ___•.._._.Mz _862 41 40+— N49 L Mz 579 42 1 N51 J_L __Mi _1 579 4j N52 L : Mz 862 _L N53 _. L N54 Mz 45 L. Mz 862 _461_N55 .1 Mz : 579 47 N57 Mz 579 48 N58 L Mz _862 49 N59 L Mz __579 50 N60, L Mz 862,' 51 N61 Mz _579 52 N63_____1 ._:____L - Mz____' 53 N64 L Mz _79 54 N65 . 'L ___Mi _862 55 N66 L _Mz ___579 N67 I ______-L' ___Mi____862__1) .571 . N68 ). L I Mz 579 RISA-30 Version 14.0.1 [GA ... \ViaSat PS\ENIGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 11 99 Company :. 4 p Dlesignér cj Nov 20, 2016 10:48 AM j P JobNurnber : Via Sat T C P4 0 £ 0 E S Mode 1Jame : Ramp Cols Checked By: Load Combinations Q Dl 111 Dl f'-. Dl tC-, Dl (- Dl Dl Dl r' I_f_i 2 *DL + t6*LL m.sEiEiiiiiiIuirT1 3 1 (1.2 + 02*Sds)*DL+ LL Yes y .1.3 1 135_j_ 1 2 1 4 1 [A ii XQ9 0 2LY 1-15~ RTm3 1.75 LiLiii 5 4LJ •• 6 Beam jptarB) 'Yes 7 1 IP I I I I 1 — RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols.r3d] Page 12 TR 408.4 ~J.~Ifjjj ° .j"li'Jtj 540 , ?.',... .; ....•:•' Ij1i1j "° 81,2 Lx 12 1638 1871 1883 857 1j109 1081 1068 1061 1599 2135 j2135 21 135 213 321.2 j320.5 3198 323 U1.9 350 12'/3 319. 9 J426 9 4269 42 .....69 j426 9 ....1126,9 ..... II 1. 13 14 17 51,4 894 .HIO 4 4,9 159 7 153 208 259 308 39 2.5 175 729 267 2/4 21/7 ,/06 31 95 - - - - - - - - - - - - - - - - SK-6 Ramp Cols Nov 20, 2016at11 11 AM iTL :• 4'- 20.5 0. TA Itti ) I :4L 2804 5058 Ramp Cols Moments Licensed to: Culp & Tanner. License ID: 64483-1049463-4- 1 F 8 4 8 - 1 F 8 6 4 G:\1JOBS\viaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols - LC2.col Page 2 120/i6 34 AM General Information: File Name.: G:\1JOBS\viaSat PS\ENGINEERING\De sign \Cols\Ramp Cols\Rainp Cols - LC2.cOl Project: Grid 8/18 mt Col 'Column: 24"x30" Co]. Engineer: CJ Code: ACI 318-11 Units: English Run Option: Investigation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties: fc = 4 ksi EC = 3605 ksi Ultimata strain = 0.003 in/in Betal = 0.85 Section: .Retangu1ar: Width = 30 in Gross section area, Ag = 720 in2 Ix =. 34560 1r'4 rx = 6.9282 in Xo= Dirt fy. 60 ksi Es 29000 ksi Depth = .24 in ly = 54000 in'4 ry 8,660.25 in Yo 0 in Re nforcement: Bar Set: ASTM A615 Size Diem (in) Area (in2) # 3 038 0.11 4 6 0.75 0.44 4 9 1.13 1.00 4 14 b69 2.25 Size Diem (in) Area (in"2) * 4 050 0.20 4 7 0.88 .0.60 4 10 1.27 1.27 4 18 2...26 400 Size Diä)n (in) Area (in2)1 4 5 0:63 0.3.1 4 8 1.00 0.79 4 11 1, 41 1.56 Confinement: Tied; #4 ties with #10 bars, #4 with iager.' . b e r s , o)' a) = 3 8 oii 0 - 3 9 p. c' = 0.65 ttern: Irregular l ,tai steel area: As = 15.24 in2 at rho = 2.12% Minimum clear spacing = 4.73 in Area i2 X (in) 1' (in, Area a'r"2 X (n' q Area in2 X hr " I 177 -1/4 9 127 -30 94 127 30 94 1.27 12.1 9.4 1.27 -3.2..4 -9.4 1.27 -3.0 -9.4 1.27 3.0 9.4 1.27 12.4 9.4 1.27 12.4 3.1- 1,.-,27 -12.4 -31 1.27 124 3.1 1.27 12.4 -3.1 Factored Loads and Moments with Corresponding Capacities: Pu Mux PhiMnx PhiMn/Nu NA depth St depth epst Phi No. kip k-ft k-ft in in I 1 164.00 1 21 .00 753.09 6.224 5.97 21.36 0.00774 0.900 2 350.00 127.00 845.39 6.657 7.27 21-.36 0.00581 0.900 3 86.00 385.00 712.50 1.851 5.49 21.36 0.00867 0.900 4 160.00 31.1.00 751.04 2.415 5.94 2136 0.00778 0.900 I 5 273.00 181.00 808.17 4.465 6.70 2136 0.00656 0.900 6 320.00 280.00 831.09 2.968 7.05 21.36 0.00610 0.900 7 408.00 119.00 872.26 7.330 7.72 21.36 0.00530 0.900 I 8 9 106.00 214.00 670.00 551.00 722.99 778.66 1.079 1.413 5.61 6.30 21.36 21.36 0.00842 0.00718 0.900 0.900 10 322.00 538.00 832.05 1.547 7.06 21.36 0.00608 0.900 13. 427.00 506.00 .880.80 1.741 7.88 21.36 0.00514 0.900 12 540.00 354.00 834.37 2.357 9.40 21.36. 0.00382 0.799 640.00 67.00 764.10 11.404 11.11 21.36 0.00277 0-710 I *** output End of I I I 0 0 0 0 0 0 0 0 P(kip) 104 T (Pmax) (Pmax) ----- /7 - fs=0 fs0 T + f s=0.5fy ) :. fs=0.5fy - 1000 / / 13/ 12 / H7 I i'\;+ .1 +'\\ '/7-9 4 -900 1 -700 ++-500 ioo ------------ N I . (Prnin) 30 x 24 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: 11/20/16 Time: 11:34:46 spColumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\lJOBS\ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols - LC2.col Project: Grid B/18 mt Col Column: 24"x30' Col Engineer: CJ fc=4ksi fy =60ksi Ag=72OinA2 12#10 bars Ec = 3605 ksi Es = 29000 ksi fc = 3.4 ksi e_u = 0.003 in/in 3etal = 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 As = 15.24 inA2 rho = 2.12% Xo = 0.00 in Ix = 34560 in'4 Yo =0.0Oin ly=54000inM Min clear spacing = 4.73 in Clear cover = 2.00 in IT -. -. -.----.-----rn,---- .1 12 13 14 jj 101,7 02$ 102A 1534 202.5 j 2025 2025 236 306 6 :1305A f 3046 306.9 4051 4051 40.5.1 Hit it 4428 Z 393 5131 5131 5131 15 15 151.) 2 100.9 202$ 2025 j202.5 202.5 303.6 - 405.1 405.1 4051 405.1 5131 513.1 5131 J}} 60 Ráts for IC 3, (1.2 • 0.2'Sds)DL. LL WrMOr .cIaI Forces (k) Ci Via Sat Ramp Cols Axial Forces SK-4 Nov 20, 2016 at11:11 AM Ramp Go(s r3d E. (T. 13 16 * 73.3 127 82 8O 4o2 I 6.1 2.9 6.7 OB 1 8J 17*_*129 .11.5 15,2 5.2 13.1 18.2 23 27.5 34,7 1,9 11 9.4 't20.8 24,2 25.8 127 27.7 .. .. .. .,....,,..-,, Results for LC 3, (1.2 4 0.28ds)0L+ LL Member y Shear Forces (K) SK -7 cJ Ramp Cols Nov 20, 2016 at 11:11 AM Via Sat Shear Ramp Cols.r3d () * llh1 I44 Am Ji 401 g JF\ 3878 370 Mi 71, - Results for LC 3, (1.2 + 0.2Sds)DL. IL Member z Bending Moments (k-ft) CJ Via Sat SK - Ramp Cots Nov 20, 2016 at 11:12 AM Moments Ramp Cols Ad Licensed to: Cuip 4 Tanner. License ID: 64483-1049463-4-1F848-1F364 G:\1JOBS\VzaSat PS\ENGINEE.RING\Design\Cols\R.arnp Cois\Ramp Cols - LC3.col General Information: .e N. G:\lJOBS\ViJLaSat oS\ENCIIERING\DegiV'o1 s Rano olo\Sarr Cols - LCi c0 Project: Ramp Cols Column: 24"x30" Cc,). Engineer: CJ Code: AOl 318-11 Units: English 11/20/16 18:43 AM Run Option: lnvestzgation Slenderness: Not considered Run Axis: X-axis Column Type: Structural Material Properties f'c = 4 ksi EC = 3605 ksi Ultimate strain = 0.003 in/in Oetal = 0.85 Section: Rectangular: Width = 30 in Gross section area, Ag = 720 in2 Ix = 34560 in4 rx = 6.9282 in Xo = 0 In Reinforcement: fy = 60 ksi Es = 29000 ksi Depth = 24 in ly = 54000 io4 ry = 8.66025 in Yo = 0 in Bar Set: ASTM A615 Size Diam (in) Area (in2 4 3 0.38 0.11 4 6 075 0.44 4 9 1.13 1.00 4 14 1,69 2.25 Size Diem (in) Area (in2) 4 4 0.50 0.20 4 7 0.38 0.60 4 10 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 11 141 15o 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 Total steel area: As = 15.24 in2 at rho = 2.12% Minimum clear spacing = 4.73 in Area in'2 X (in) Y (in) 1.27 -12.4 9.4 1.27 12 .A 94 1.27 3.0 9.4 1.27 -12.4 -3.,1 Area in2 X (in) Y (in) 1.27 -30 9.4 1.27 -12.4 -9.4 1.27 12.4 -9.4 1.27 12.4 3.1 Area in2 X (11 in) Y (in .27 3.0 9.4 1.27 -3.0 -9.4 1.27 -12.4 3.1 1.27 12.4 -3.1 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 1 161.00 110.00 751.55 6.832 5.95 21.36 0.00777 0900 2 339.00 118.00 840.19 7.120 7.19 21.36 0.00592 U.900 3 83.00 347.00 710.93 2.049 5.48 21.36 0.00871 0.900 4 153.00 28100 747.44 2.660 5.90 2136 0.00786 0.900 5 262.00 166.00 80274 4.836 6.53 21.36 0.00667 b.goo 6 307.00 252.00 82481 3.273 6.95 21.36 0.00622 0.900 7 393.00 107.00 865.41 8.088 7.60 21.36 0.00543 0.900 8 100.00 607.00 719.85 1.186 5.58 21.36 0.00850 c:900 9 202.00 502.00 772.59 1.539 6.22 21.36 0.00731 0.900 10 303.00 492.00 822.86 1.672 6.92 21.36 0.00626 0.900 11 405.00 458.00 870.90 1.902 7.70 21.36 0.00532 0.900 12 513.00 321.00 850.06 2.648 9.06 21.36 0.00407 0.821 13 607.00 89.00 786.61 8.838 10.51 21.36 0.00310 0.738 *** End of output =* I T'rT (Pm) I 0 0 0 20O0- I 4 0 y 0 —X 1 0 0 t fs=0 0 0 0 0 ---------- + • : I fs05f __1000 / 30x24in N 1 / Code: ACI 318-11 .'• +: I 11 Units: English . T10 IRun About X-axis N / +• I Run option: Investigation -900 . -700 -500 -300 -100 100 300 500 700 900 I 3nderness: Not considered Mx (k-ft: type: Structural I Column Bars ASTMA615 Date 11/20/16 I Time 114345 (Pmin) (Pmin) spCoiumn v4.81. Licensed to: Culp & Tanner. License ID: 64483-1049463-4-1 FB48-1 FB64 File: G:\1JOBS\ViaSat PS\ENGINEERING\Design\Cols\Ramp Cols\Ramp Cols - LC3.col Project: Ramp Cols Column: 24"x30" Col Engineer: CJ f'c = 4 ksi fy = 60 ksi Ag = 720 inA2 12 #10 bars Ec = 3605 ksi Es = 29000 ksi As =15.24 inh2 rho = 2.12% fc 3.4 ksi Xo = 0.00 in lx= 34560 in e_u = 0.003 in/in Yo = 0.00 in ly = 54000 inA4 I ta1= 0.85 Confinement: Tied phi(a) = 0.8, phi(b) = 0.9, phi(c) = 0.65 Li Min clear spacing = 4.73 in Clear cover = 2.00 in Ramp Cots Axial Forces 1 L 412 42.3 44.2 13.5 37.4 36.6 73.4 36.9 , .. 66.9 86.4 I; 86.4 86.4 86.4 86.4 1298 1293 103.5 ' 130: 130,2 - 1508 1148 1144 11:38 1728 ft .• I 2287 1932 ' 1932 1722 I 218 j, 1 219 • j I 195 17. 864 86.4 172.8 ', . 172,8 -. Results for LC 4, (0.9 - 0.2*Sds)DL Member ,AJ) Forces (k) cJ Via Sat lit ( i) i7 - 9_3 2 26 150.4 II 188.4 1475 1 55 816 724 51 76.4 171 9 139.3 n.i 87,4 .O1 2$17 178 . 1504 . 130.1 115,5 70.4 237 25.1 28.4 (:) 577 141.3 76 61.2 65.1 (16.) -4... - -14.8 -16.3 -24,1 ILX ) -19.3 -13 -10.9 (12 (13 d') - I - * - - TT - 125 24 .2 -1 .i 43.7 .. 21.2 -10.9 .41 -11.9 -12,8 5 s. 0 1) I 14 1CI 1/ 31 a, 43 N40 55 Ni 54 60 '5.- N42 15146 ..- 0 24 23 Th 5135 40 w 52 In 22 N28 C14 , 27 NSIS.I N39 N4, 5S5 N51 55 145/ SSS S5.55SS5,555.,,,5555; 21 .............................5•55SS• 5120 5126 N32 36 50 N58 62 Owet/d/t c tfe e Ole", " ern-i 4I1tC ' -, — Member Length (ft) Displayed SK-2 cJ Ramp Cos Nov 20, 2016 at 10:48 AM Via Sat Ramp Cos.r3d S'e4- .- JOB Vi 6, ScF ENGINEER DESIGN OF (c ( Culp Wanner, Inc. STRUCTURAL ENGINEERS 114 1 SHEET NO. DATE I I z 4)O)-75 I AX 7)( o I Vo 4ee , L t'45/ I A1 -37 4 I D1 t/ti1m.4I 221 AA '212' 45;J(2/..r) I a 75 I Li— C-I 4 /4/j4 3 / I / 3t fllç /7's c r I'2 C/ )12 ? 24 in (out to out of concrete) (out to out of ties) (ctr. to ctr. of ties) 30 in I . I I I I I STIR Calculator Column Dims: X-dir = 24 inches Y-dir = 30 inches bcxjr = 21 inches bc y.ir 27 inches. C X 20.5 inches C = 26.5 inches A9 = 720 in 2• A h = 567 in2 v2.1 Column Structural Info.. Longitudinal = # 10 Transverse= #4 fyt Confinement = 60 ksi 4 ksi Design of Column Ties A y req 057 in Av y provided = 0.60 in A xreq = 0.73 in .2 v Av x provided = 080 in Tie Weight = 30.4 plf 115 3 #4 (ä 4.5 inches o.c. in '(-Direction 4 #4 ( 4.5 inches o.c. in X-Direction Shéár Desiqfl fShear = 60 ksi 4) 0.75 1iéSPacinq. hx max = 9.00 in Max Spacing = 6 6" Max 6.0 1/4 Min Dim 7.6 6xBar Diameter 5.7 4+(14-hx)/3 Spacing Provided = 4.5 in Y - Direction 3 - #4 Ties @ 4.5 inches o.c. AV y = 0.60 in/tie d = 27.4 in 164k max(8 sqrt) = 249 k X - Direction 4- #4 Ties @ 4.5 inches o.c. A= 0.80 inz/tie d 21.365 in WS X 171 k Ovn max(8 sqrt) = 243 k £'.rtj CL-tLj 1. 1t 1 LYL . i-Ill • .1. DataBase: 3at PS1 - 11-30-2016 11/30/( 6 16:50:1 lo 'll ('12)1(4€6)®(1® (85 311 293 290 294 249 206 26 26 206 206 "20 184 64iO4 - 1 C07 . 64) 1 186 73 ç) CA 1rl 4 06 557 347 347 347 347 347 347 65 522 223LC3,2)\ $ * U U U 18 85, 185 185 1 ,162 198 281 293 290 281 290 3e8 337 340'407:'488 1 27'3 i 174 237 • u • I 2 Al 473, 45 78 ' CA3 _ 1.&9 ' 4j1 13 19 10 19 2223 241196 208 1 CA) 157 263 168 185 (A & 21 -/ I 148 283, 1,04 t4 PI ik 40 A.2) (19 }( 20 )(? Th22) (23) : 57 57 5 -49 i1D — — — — — — — — — — — DataBase: 3at PSI. .11-30-2016 6 16:50:2 (9IO 13(14)/15 17 ; (°) (5) te,\24 106 ;. 56 57 57 57 17 15 149 170 111 111 111 121 121 111 /T To (.) B937 4+ 42 2 $42 45 7 (i 42 4 5 90 89 89 89 97 14 126 115t 131 39 ' 22 74 0 26 138 \; iai, \ 18 '(A3 .) 27 217 38 363 55 9 5•4 _-' 15 :. LL 5 4 DataBase: Sat ES1 - 11-30-2016 11/30/ 6 16:51: 12 13)H( () 404 3$2 347 3$2 3Q5 23, 23 263 263 263 26 233 290 166 QC..7 123, '7 ¶ 203 86 78 457 457 457 457 457 67 852 667 264 24 22, 27 .3 C~ 227. 227 \ I ,r 27 252 36 384 378 369. 378 406 441 446 5221 1620 1 312 I 213 -. ......... 320.1 611 373 , 255() c 210 - .96 226\ 204 138 180 174 165 14 29 36 24 250 264 118 \/ 63 336 (7Z I 119 IBC Square Spread Gravity Footing Program Job Name: ViaSat PS Version: 5.2 Base Soil Bearing = 2500 (psf) Column Size = 24 (in) Depth of Base Soil Bearing = 24 (in) by 24 (in) Width of Base Soil Bearing = 24 (in) fy = 60 (ksi) Bearing Increase per depth = 500 (psf/ft) f'c = 4.5 (ksi) Bearing Increase per width = 500 (psf/ft) Added Depth = 6.00 (in) Max Soil Bearing = 4000 (psf) Thickness Increment = 6.00 (in) Clear to Bottom Reinf. = 3 (in) Min Spacing of Remnf = 12 (in) Adjacent Grade to TOF = 12 (in) Footing Density = 50 (pcf) Min Footing Depth = 12 (in) Cost of Excavation = 150 ($/yd') S03 = 0.76 Cost of: Reint. = 0.85 ($/lb) Thickness Reinf Total Load Rebar Weight AllOwable Soil Mark Plan Size (in) EW Bot ONO Kips (WS) (Ib) Bearing (psfl F3 8,-0,1 SO 12 3 #5 27 16 * 3000 F 3.5 3-6" SO 12 3 - #5 39 19 3250 F 4 40" SO 18 4 # 6 59 42 3750: F 4.5 4'-6" SO 18 4 - # 6 79 48 4000 F 5 5-0" SO 18 5 -#6 98 68 4000 F 5.5 5-6" SO 18 5 -# 6 119 75 4000 F 6 6-0" SO 18 6 -#6 141 99 4000 F 6.5 6'-6" SO 18 6 -:# 6 166 108 4000 F 7 T-0" SO 24 7 -#7 191 186 4000 F 7.5 T-6" SO 24 7 -#7 219 200 4000 F 8 8'-O" SQ 24 7 - # 7 250 215 4000 F 8.5 8'-6" SO 24 8 -#7 282 262 4000 F 9 9-0" SO 30 8 -#8 314 363 4000 F 9.5 9'-6" SO 30 8 -#8 350 384 4000 F 10 10'-0" SO 30 9 -#8 388 457 4000 F 10.5 10-6'5Q 30 9 -#8 427 481 4000 F 11 11-01,SQ 30 10 -#8 469 561 4000 F 11.5 11'-6" SO 30 10#8 512 587 4000 F 12 12-0" SO 36 10 -#9 554 782 4000 F 12.5 12'-6" SO 36 10 -#9 602 816 4000 F 13 1 3'-0" SO 36 11 -#9 651 935 4000 F 13.5 13'-6" SO 36 11 -#9 702 972 4000 F 14 14'-0" SO 36 11 -#9 755 1010 4000 F 14.5 14'-6" SO 36 12 -#9 809 1142 4000 F 15 15-0" SO 42 14 -#9 861 1380 4000 F 16 16-0" SO 42 15 -#9 979 1581 4000 F 17 17'-0" SO 42 16 -#9 1105 1795 4000 F 18 18'-0" SO 48 15 -#10 1231 2259 4000 F 19 191-0" SO 48 16 -#10 1372 2547 4000 F 20 20'-0" SO 54 19 -#10 1510 3189 4000 F 21 21'-0" SO 54 20 -#10 1665 3528 4000 F 22 22'-0" SO 54 21 -#10 1827 3886 4000 F 23 23'-0" SO 60 20 -#11 1984 4782 4000 120 dia area Mass development 4 0.5 0.2 0.668 0.89 Ultimate Load Factors 5 0.625 0.31 1.043 1.12 1.2 DL + 1.6 LL 6 0.75 0.44 1.502 1.34 1.352 DL + 1.0 LL 7 0.875 0.6 2.044 1.96 8 1 0.79 2.67 2.24 9 1.128 1 3.4 2.52 DLJTLmin = 0.7 10 1.27 1.27 4.303 2.84 DL/TLmax = 0.8 11 1.41 1.56 5.313 3.15 Shear 4)Factor 0.75 14 1.693 2.25 7.65 4.17 Bending 4) Factor 0.9 18 2.257 4 13.6 6.90 Cost per Excavation Ultimate Soil Footing Punching Max 4)v (psi) vu (psi) min d (in) Mark Footing ($) Volume (yd) Bearing (ksf) Area (ft) Perimeter (in) punching punching punching F31 63 03 39 9 100 2012 2012 09 F3.5 84 0.5 4.2 12 102 201.2 201.2 1.6 F4 169 0.9 4.9 16 106 201.2 201.2 2.5 F4.5 210 1.1 5.2 20 110 201.2 201.2 3.5 F5 266 1.4 5.2 25 114 201.2 201.2 4.4 F5.5 316 1.7 5.2 30 117 201.2 201.2 5.3 F6 384 2.0 5.2 36 121 201.2 201.2 6.3 F6.5 444 2.3 5.2 42 125 201.2 201.2 7.3 FT 703 .3.6 5.1 49 129 201.2 201.2 8.3 F7.5 795 4.2 5.1 56 133 201.2 201.2 9.3 F8 894 4.7 5.1 64 138 201.2 201.2 10.4 F8.5 1025 5.4 5.1 72 142 201.2 201.2 11.5 F9 1434 75 5.1 81 146 201.2 200.0 12.5 F9.5 1580 8.4 5.1 90 151 201.2 200.0 13.7 F10 1777 9.3 5.1 100 155 201.2 201.2 14.7 F10.5 1940 10.2 5.1 110 159 201.2 201.2 15.8 Fli 2157 11.2 5.1 121 164 201.2 201.2 17.0 F11.5 2336 12.2 5.1 132 168 201.2 201.2 18.1 F12 3065 16.0 5.1 144 173 201.2 199.9 19.2 F125 3298 17.4 5.1 156 177 201.2 201.2 20.3 F13 3611 18.8 5.1 169 182 201.2 201.2 21.5 F13.5 3864 20.3 5.1 182 187 201.2 201.2 22.6 F14 4125 21.8 5.1 196 191 201.2 201.2 23.8 F14.5 4475 23.4 5.1 210 196 201.2 201.2 25.0 F15 5548 29.2 5.0 225 201 201.2 199.9 26.1 F16 6322 33.2 5.0 256 210 201.2 201.2 28.4 F17 7145 37.5 5.0 289 219 201.2 201.2 30.7 F18 9120 48.0 5.0 324 228 201.2 201.2 33.0 F19 10187 53.5 5.0 361 237 201.2 201.2 35.3 F20 12710 66.7 5.0 400 247 201.2 199.9 37.7 F21 14024 73.5 5.0 441 256 201.2 201.2 39.9 F22 15403 80.7 5.0 484 265 201.2 201.2 42.3 F23 18759 98.0 5.0 529 274 201.2 201.2 44.5 121 Mark Max 4v (psi) beam shear vu (psi) min d (in) beam shear beam shear Actual d (in) Moment Ulu (#t): As req (in2) As min (in2) Actual As (in') Spacing (in) F3 1006 1006 13 81 15 004 078 093 1469 F3.5 100.6 100.6 2.0 8.1 .4.2 0.11 091 0.93 17.69 F4 100.6 100.6 3.0 13.9 9.7 0.16 1.56 1.76 13.75 F4.5 100.6 100.6 4.0 13.9 18.2 0.29 1.75 1.76 15.75 F5 100.6 100.6 4.7 13.9 29.1 0.47 1.94 2.20 13.31 F5.5 100.6 100.6 5.5 13.9 43.6 0.70 2.14 2.20 14.81 F6 100.6 100.6 63 13.9 62.2 1.00 2.33 2.64 13.05 F6.5 100.6 100.6 7.1 13.9 85.2 1.38 2.53 2.64 14.25 F7 100.6 100.6 7.9 19.7 112.6 1.28 3.63 4.20 12.85 F7.5 100.6 100.6 8.7 19.7 146.0 1.66 3.89 4.20 13.85 F8 100.6 100.6 9.4 19.7 185.3 2.11 4.15. 4.20 14.85 F8.5 100.6 100.6 10.2 . 19.7 231.1 2.64 4.41 4.80 13.59 F9 100.6 100.0 11.0 25.5 282.0 2.47 5.83 6.32 14.43. F9.5 100.6 100.0 11.8 25.5 341.7 3.00 6.16 6.32 15.29 F10 100.6 100.6 12.5 25.5 409.2 3.60 6.48 7.11 14.13 F10.5 100.6 100.6 13,3 25.5 485.0 4.27 6.80 7.11 14.88 F11 100.6 100.6 14.1 25.5 569.7 5.02 7.13 7.90 13.89 F11.5 100.6 100.6 14.9 25.5 663.6 5.86 7.45 7.90 14.56 F12 100.6 100.0 15.7 31.3 762.3 5.46 9.33 10.00 15.21 F12.5 100.6 100.6 16.4 31.3 875.5 6.28 9.72 10.00 15.87 F13 100.6 100.6 17.1 31.3 999.2 7.18 10.11 11.00 14.89 F13.5 100.6 100.6 17.9 31.3 1134.2 8.15 10.50 11.00 15.49 F14 100.6 100.6 18.7 31.3 1280.7 9.22 10.89 11.00 16.09 F14.5 100.6 100.6 19.5 31.3 1439.2 10.37 11.28 12.00 15.17 F15 100.6 100.0 20.3 37.3 1599.9 9.64 13.61 14.00 13.30 F16 100.6 100.6 21.7 37.3 1979.2 11.95 14.52 15.00 13.21 F17 100.6 100.6 23.3 37.3 2414.1 14.60 15.42 16.00 13.12 F18 100.6 100.6 24.7 43.1 2889.2 15.09 18.66 19.05 14.91 F19 100.6 100.6 26.2 43.1 3442.9 18.01 19.70 20.32 14.72 F20 100.6 100.0 27.8 49.1 4036.2 18.50 23.33 24.13 12.93 F21 100.6 100.6 29.2 49.1 4722.0 21.67 24.49 25.40 12.88 F22 100.6 100.6 30.7 49.1 5481.3 25.20 25.66 26.67 12.84 F23 100.6 100.6 32.1 54.9 6276.0 25.76 29.81 31.20 14.14 I I I EL I FW!..taIIL4UJdJ 'JJdU ruuijiig uesign ver b.O l-'G 1 of 2 Job: Via Sat PSI Location: Grid I/A F-Col Ftg 122 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 36 in Depth of Base Soil BRG = 24 in Column dim V = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FIG Density = 50 pcf BRG Increase per width = 500 psf/ft fl = 1 Actual FTG Density= 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 104 8 289 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf 16.0 ft 16.0 ft Soil Pressure Load Case Max,Mm D+FTG+L = 0.69 0.69 ksf OK D+FTG+L+EOJI.4 = 1.49 1.49 ksf OK .9D+FTG+EQJI .4 = 0.53 0.53 ksf OK Summary Asbot reqd (x) = 2.49 Asbot reqd (y) = 2.14 d 56 in Asmin (x) = 20.74 As mm (y) = 20.74 Depth = 60 in Astop reqd (x) = 1.26 Astop reqd (y) = 1.08 As Bot (x)= 14-#8 AsBot(y)= 14-#8 As Top (x) 14 #8 As Top (y)= 14- #8 LC2 - 1.4 Pu = 146 Ic II Lilt Bea ang Stresses (ksf) Mux = 0 k-ft OTx FS = NO OT JJ 0.6 0.6 0.6 Muy = 0 k-ft OTy FS = NO OT if 0.6 j Columni 0.6 Beam Shear jJ 06 06 06 Parallel to X-axis Parallel to Y-axis Punching Bending a@d = 0.6 ksf @d 0.6 ksf vu/k 0.01 ksi x-bars y-bars vu/4 = 0.00 ksi vu/+ = 0.00 ksi vc = 0.27 ksi a@col = 0.6 ksf a@col = 0.6 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 14 k-ft Mu/ft = 12 k-ft OK OK J As req = 0.89 As req = 0.76 aflOL IYr A AU...J £ I 1"1 LC3- 12D+f1L+E+ 2SdsD Pu = 409 Ic Ult Bearing Stresses (ksf) t6 1.6 1.6 Mux = 0 k-ft OTx FS = NO OT Muy = 0 k-ft OTy FS = NO 01 I 66 I Column 1 1 6 Beam Shear 16 16 1.6 Parallel to X-axis Parallel to Y-axis Punching Bending cy@d = 1.6 ksf cy@d = 1.6 ksf vu/4 = 0.02 ksi x-bars y-bars @col 1.6 ksf cy@col= 1.6 ksf vu/4)=001 ksi vu/4= 001 ksi vc = 0.27 ksi vc = 0.13 ksi vc 0.13 ksi OK Mu/ft = 39 k-ft Mu/ft = 34 k-ft OK OK As req = 2.49 As req = 2.14 Rectangular Spread Footing Design ver: 5.0 JM 2 of 2 Job: Via Sat PSI Location: Grid I/A F-Cot Ftg 100/.OT Ppdiittitn npr.SCF 7 17 I nrIicd tnl (t LC4 - . 9-.2SdsD+E Pu = -182 k FTG Hold Down = 207 k Ult Bearing Stresses (ksf) Mux = 0 k-ft OTx FS = NO OT 0.1 0.1 0.1 Muy= 0 k-ft OTy FS = NO OT 0.1 olumnj 0.1 BeamShéàr 0.1 0.1 0.1 Parallel to X-axis Parallel to Y-axis Punching Bending Top & Bottom = 0.1 ksf ci@d = 0.1 ksf vu/4 0.01 ksi x-bars y-bars @col = 0.1 ksf y@col = 0.1 ksf vu/4 = 0.00 ksi vu/ = 0.00 ksi vc.. 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 2k-ft Mu/ft = 2 k-ft OK OK As req b = 0.15 As req b = 0.13 Mu/ft = 20k-ft Mu/ft= 17k-ft Asregt L1.26 As req t= 1.08 1W1..tdfRlUldl oprau roounqiiesigfl. ver: 5.0 Job: Via Sat PSI Location: Grid 1/A.3&A.6 F-Col Ftgs 124 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth '= 6 in BRG Increase per depth = 500 psflft Sds = 0.758 FTG Density = 50 pcf BRG Increase per width = 500 psf/ft fi = 1 Actual FIG Density = 150 pcf Max Soil Bearing = 4000 psI fy = 60 ksi Soil Density = 110 ocf DL LL EQ Aial(k) 157 17 111 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 8.0 ft Tl 8.0 ft Soil Pressure Load Case Max Mm D+FTG+L = 2.82 2.82 ksf OK D+FTG+L+EQ/1.4 = 4.06 4.06 ksf OK .9D+FTG+EQJI.4 = 1.06 1.06 ksf OK Summary. Asbot reqd (x) = 2.07 Asbot reqd (y) = 1.44 d= 20 in Asmin(x)= 4.15 As min (y)= 4.15 Depth 24iA As Bot (x) 7 - #7 As Bot (y) 7 - # 7 W2- I.41). Pu = 220 k UltBearing Stresses (ksf Mux = 0 k-ft OTx FS = NO OT 3.4 3.4 3.4 MOY = 0 k-ft Oly FS = NO 01 34 1 Cokjmn 1 34 Beam Shear Parallel to X-axis Parallel to Y-axis Punching Be in a@d = 8.4 ksf d@d = 3.4 ksf vu/ = 0.05 ksi x-bars y-bars vul+ = 002 ksi vu/4 = 0.03 ksi vc = 0.27 ksi ci@col = 3.4 ksf c@col = 34 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft= 15k-ft Mu/ft= 11k-ft OK OK As req = 1.38 As req = 0.96 10% 01 Reduction per ASCE 712134 Apphed to LC3 LC3 1.20+f1 L+E+ 2SdsD Pu = 329 k Ult Bearing Stresses (ksf) 5.1 5.1 5.1 Mux = 0 k-ft OTx ES = NO OT Muy = 0 k-ft OTy FS = NO OT 5.1 1 Column I 5.1 Beam Shear 51 51 51 Parallel to X-axis Parallel to Y-axis Punching Bendjj 5.1 ksf cy@d = 5.1 ksf vu/ = 0.08 ksi x-bars y-bars vu/4 = 0.02 ksi vu/4 = 0.04 ksi vc = 0.27 ksi c@col = 5.1 ksf @l= 5.1 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 23k-ft Mu/ft = 16k-ft OK OK As req.= 2.07 Asieg= 1.44 Rectangular Spread Footing, De&gr ver: 5.0 PG 1 of 2 Job: Via Sat PSi Location: Grid 1IA.9 F-Col Ftg 125 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in . Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FIG Density = 50 pcf BRG Increase per width = 500 psf/ft fi = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 199 28 289 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 1351t 13.5 ft Soil Pressure Load Case Max, Min D+FTG+L= 1.50 1.50 ksf OK D-i-FTG+L+EQ/1 .4 = 2.63 2.63 ksf OK .9D+FTG+EQ/1.4 = 0.08 0.08 ksf OK Surnrnaiy ASbot reqd (x)= 2.71 Asbot reqd (y) = 2.26 d= 56 in Asmin (x) = 17.50 As mm (y) = 1750 Depth = 60 in Astop reqd (x) = 0.57 Astop reqd (y) = 0.48 As Bot (x)= 12 - #8 As Bot (y)= 12 - #8 As lop (x)= 12 #8 As Toi 12- #8 Bearing Stresses () 6 Parallel to X-axis Parallel to Y-axis Punching Bending 1.6 ksf = 1.6 ksf vu/ = 0.01 ksi x-bars y-bars vu14 = 0.00 ksi vu/ = 0.00 ksi vc = 0.27 ksi ccol = 1.6 ksf u@col = 1.6 ksf ye = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 26 k-ft Mu/ft = 21 k-ft OK OK . _________As req = 1.38 .Asreq= 1.15 LC2 - 1.41) Pu = 279 k . Ult Bearing Stresses ksff Mux= 0k-ft OTxFS=NOOT 15 15 15 Muy = 0 k-ft Oly FS = NO OT 1.5 L Column] 1.5 Beam She 15 15 15 Parallel to X-axis Parallel to Y-axis Punching Bendjpg c@d = 1.5 ksf yd = 1.5 ksf vu/4 = 0.01 ksi x-bars y-bars vu14= 0.00 ksi vu/- 0.00 ksi vc 0.27 ksi a@col = 1.5 ksf ,@col= 1.5 ksf VC = 0.13 ksi vc = 0.13 ksi OK . Mu/ft = 25 k-ft Mu/ft = 21 k-ft OK OK As req = 1.36 As req = 113 - 10% OT Reduction per. ASCE 7 12134 ApplIed to LC3 1C3 120+f1L+E+.2SdsD Pu = 557 k Ult Bearing Stresses (ksf) 31 31 31 Mux 0kft OTxFSNOOT Muy = 0 k-ft OTy FS = NO OT 3 1 [column 3 3.1 Beam Shear 31 31 31 Parallel to X-axis Parallel to Y-axis Punching Bendjg = 3.1 ksf c@d = 3.1 ksf vu/ = 0.03 ksi x-bars y-bars vu14 = 0.00 ksi vu/4 = 0.01 ksi ye = 0.27 ksi a@col = 3.1 ksf c@col = 3.1 ksf ye = 0.13 ksi ye = 0.13 ksi OK Mu/ft = 51 k-ft Mu/ft = 42 k-ft OK OK As req,= 2.71 . As req = 2.26 Rectangular Spread, Footinq Design ver: 5.0 1 ?% 2 of 2 Job: Via Sat PSI Location: Grid 1/A.9 F-Col Ftg 1fl'L flTP itffrn .ñcr bSI 7 1-7-11 A Annliml fn I('A LC4- 9-.29dsD+E Pu• -111 k FTG Hold Down= 117 k Ult Bearing Stresses(ksf) Mux 0 k-ft OTx FS = NO 01 0.0 0.0 0.0 Muy = 0 k-ft OTy FS = NO OT 0.0 [ Column:: 0.0 Beam Shear 0.0 0.0 0.0 Parallel to X-axis Parallel to Y-axis PuncjJg Bending Tog:& Bottom = 0.0 ksf e@d = 0.0 ksf vu/4 = 0.01 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi a@col = 0.0 ksf col = 0.0 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 1 k-ft Mu/ft = 0 k-ft OK OK As req b = 0.03 As req b = 0.02 Mu/ft = 11 k-ft Mu/ft = 9 k-ft As req t = 0.57 jAs req t = 0.48 I I F I I I I I I I I I, I I I I I I Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid A/2 F-Col Ftg 127 Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24n Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density 50 pcf BRG Increase per width = 500 psf/ft II = I Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density 110 pcf DL LL EQ Axial (k) 232 50 184 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L wIEQ Allowable Soil Pressure = 41.00 5.33 ksf "B" 10.0 ft 10.0 ft Soil Pressure Load Case Max Min D+FTG+L = 2.95 2.95 ksf OK D+FTG+L+EQJI 4 = 4.26 4.26 ksf OK .9D+FTG+EQ/1 .4 = 0.89 0.89 ksf OK Summry treqd(4 3.65 Asbot reqd (y) = 2.79 d= 26 in Asmin (x) 6.48 As mm (y) = 6.48 Depth = 30 in As Bot (x) 9 - #8 As Bot (y) 9 -#8 U it Bearing Stresses ksf .Beam Shear 3.6 3.6 Parallel to X-axis Parallel to Y-axis Punching Bending = 3.6 ksf cy@d = 3.6 ksf vu/4 . 0.06 ksi x-bars y-bars vu/4 = 0.02 ksi vu/4 = 0.03 ksi vc=. 0.27 ksi cr©col = 3.6 ksf = 3.6 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 29k-ft Mu/ft= 22k-ft OK OK i I As req = 2.47,As req = 1.89 LtBearin9e:ses .(f) 2 Beam Shear 3.2 3.2 3.2 Parallel to X-axis Parallel to Y-axis Punching pdjg = 3.2 ksf a@d = 3.2 ksf vu/4 0.06 ksi x-bars ,. y-bars a@col= 3.2 ksf a@cOi= 3.2 ksf vu/4= 002 ksi vu/4= 003 ksi vc = 0.27 ksi vc = 0.13 ksi ye = 0.13 ksi OK Mu/ft = 26 k-ft Mu/ft = 20 k-ft OK OK__. As_req=2.23 Asreq=1.71 IG% OT Reduction __per ASCE7_12 134A0plI'ito LC3 LC3 __I_2D+fl L+E+_2SdsD Pu = 529 k Ult Bearing __Stresses (ksf) Mux= 0k-ft OTx FSrNOOT 5.3 53.: 53 Muy=_0k-ft OTyFSNOOT 53 I_Column __I 53 BeamShear •. _.5.35.35.3 ParalleltoX-axis ParalleltoY-axis Punching Be in = 5.3 ksf a@d = 5.3 ksf vu/ = 0.10 ksi x-bars y-bars cy@col53ksf @col53ksf vu/4=003ksi vu/4=004ksi vc = 0.27 ksi ye = 0.13 ksi ye = 0.13 ksi OK Mu/ft 42 k-ft . Mu/ft = 32 k-ft OK OK . Asreq=3.65 _Asreq _2.79 Max Soil Bearing = 4000 psi DL LL EQ Axial (k) 283 53 31 MMT x-axis (kit) 0 0 0 MMT y-axis (kit) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 100 ft 10.0 ft Soil PressureLoad Case Max. Min D+FTG+L = 3.49 3.49 ksf OK D+FTG+L+EQ/1 .4 = 3.71 3.71 ksf OK .9D+FTG+EQ/1 .4 = 2.44 2.44 ksf OK I pci Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid A13-5 F-Col Ftgs 128 Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BR-G-= 24 in Column dim x = 24 in Added depth • 6 in BRG Increase per depth = 500 psi/ft Sds = 0.758 FTG Density 50 pcf BRG Increase per width = 500 psflft fl = 1 Actual FTG Density = 150 pci Summary Asbot reqd (x) = Asmin (x) = As Bot (x)= 3.19 6.48 9 - #8 Asbot reqd (y) = As mm (y) = As Bot (y) 244 d= 26 in 6.48 Depth = 30 in 9 -#8 ______aring. Stresses (Rsf) 4.2 _12n.n j 4.2 Parallel to X-axis Parallel to Y-axis Punching Bending 4.2 ksf u@d = 4.2 ksf vu/ 0.08 ksi x-bars y-bars cy@col = 4.2 ksf c@col = 4.2 ksf vuIl = 0.02 ksi vu/4 = 0.03 ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 34 k-ft Mu/ft = 26 k-ft OK OK As req = 2.92 As req = 2.23 LC2 - I.41) Pu = 396 k Ult Bearing Stresses (ksf) Mux 0 k-ft OTx FS = NO OT 4.0 ....4.0 4.0 = J 0 k-ft OTy FS = NO OT 40 Column I 40 Beam Shear. Parallel to X-axis Parallel to Y-axis Punching . Bending = 4.0 ksf a@d = 4.0 ksf vul$ = 0.07 ksi x-bars y-bars vu/4 = 0.02 ksi vu/4 = 0.03 ksi vc = 0.27 ksi a@col = 4.0 ksf cy@col = 4.0 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 32 k-ft Mu/ft = 24 k-ft OK OK As req = 2.73 . As req = 2.09 '10% OT Reduction per ASCE 7 12 134 Applied to LC3 LC3 -I10+f1 L'E+_25dsD Pu = 463 k Ult Bearing. _Stresses _(ksf) Mux = 0 k-ft OTx FS = NO OT 4.6 4.6 .4.6 . 0. k-ft OTy FS = NO OT 4.6 EColumn J 4.6 Beam She 46 _46 46 Parallel to X-axis....ParalleltoY-axis Punching Bending c@d = 4.6 ksf yd = 4.6 ksf vu/4 = 0.08 ksi x-bars .y-bars G@Col = 4.6 ksf a@coI = 4.6 ksf vu/4 = 0.03 ksi vu/4 = 0.04 ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 37 k-ft Mu/ft = 28 k-ft OK OK Asreq=3.19 Asreq=2.44 I Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid A16 F-Col Ftg 129 Base Soil Bearing = 2500 psf ft = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = I 24 in Column dim V = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density = 50 pcf BRG Increase per width = I 500 psf/ft fl = 1 Actual FTG Density= 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf I . DL LL EQ Axial (k) 168 36 180 MMT x-axis (kft) 0 0 0 .I. MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf 9.0 ft I = 9.0 ft Soil Pressure Load Case Max . iIn. D+FTG+L = 2.64 2.64 ksf OK I D+FTG+L+EQI1.4 = 4.23 4.23 ksf OK .90+FTG+EQ/1.4 = 0.39 0.39 ksf OK Summary Asbot re=qd (x) 2 49 Asbot reqd (y) = 1 83 d 26 in I Asmin (x) 5.83 As mm (y) = 5.83 Depth 30 in As Bot (x)= 8 - #8 As Bot (y) 8:- #8 ut Bearing :re:ses Mux 2 (s2 Parallel to X-axis Parallel to Y-axis Punching Bending I a@d 2 ksf a@d = 3.2 ksf VU! = 0.04 ksi x-bars y-bars vuI+ = 0.01 ksi vu/4 = 0.02 ksi vc = 0.27 ksi ,. cy@COl = 3.2 ksfTa@col = 3.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 20 k-ft Mu/ft = 14 k-ft OK OK Asreq= 1.51 . As req. = 1.11 I I LC2 - I 4D Pu = 235 k Ult Bearing Stresses (ksf) Mux 0 k-ft OTx FS = NO OT 2.9 . 2.9 2.9 0 k-ft OTy FS = NO OT 29 Column _j 29 BeamShear Parallel-to. X-axis ParalleltoY-axis Punching Bending = 2.9 ksf a@d = 2.9 ksf vu/4 0.04 ksi x-bars y-bars vu/4= 001 ksi vu/4=002ksi vc 0.27 ksi a@col29ksf a@col=29ksf vc = 0.13 ksi vc= 0.13 ksi OK Mu/ft = 18k-ft : Mu/ft = 13k-ft OK OK 4 Asreq=1_37 __Asreq=1_01 10%_01 Reduction _per ASCE712 134 Applied _to__LC3 LC3 -I_2D+f1L+E+_2SdsD Pu = 425 k Ult___Bearing_Stresses(ksf) 5.2 5_2 5.2 Mux = 0 k-ft OTx FS = NO OT 0 k-ft Oly FS = NOOT 5.2 I_Column I 5.2 Beam Shear 52 52 52 Parallelto X-axis Parallel to_Y-axis Punching Bending a@d = 5.2 ksf a@d = 5.2 ksf vu/4, = 0.07 ksi x-bars y-bars vu/4)=002ksi vu/4=003ksi vc= 0.27 ksi o@col=52ksf a@col52ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 32 k-ft . Mu/ft = 24 k-ft OK OK 1.Asreq=2.49 ___As req. =1.83 - icwiiqutar apreau rooting uestqn ver: 5.0 PG 1 of 2 Job: Via Sat PSI Location: Grid A116 F-Cot Ftgs 130 Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FIG Density = 50 pcf BRG Increase per width = 500 psf/ft fl = I Actual FTC Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 211 47 356 MMT x-axis (kft) 0 0 0 MMT y-axis (kIt) 0 0 0 D+L wIEQ Allowable Soil Pressure = 4.00 5.33 ksf "B 16.0 ft 16.0 ft Soil Pressure Load Case Min. D+FTG+L = 1.26 1.26 ksf OK D+FTG+L+EQ/1 .4= 2.25 2.25 ksf OK .9D+FTG+EQ/1.4= 0.52 0.52 ksf OK Asbot reqd (x) = 3.98 Asbot reqd (y) = 3.43 d 56i Asmin (x) = 20.74 As mm (y) = 20.74 Depth = 60i Astop reqd (x) = 1.00 Astop reqd (y) = 0.86 As Bot (x)= 14-#8 As Bot (y)= 14-#8 As Top (x) 14- #8 As Top (y) 14- #8 Beam Shear T;3 1.3 1.3 Parallel to X-axis Parallel to Y-axis Punching Sending c@d = 1.3 ksf od = 1.3 ksf vu/4 = 0.02 ksi x-bars : y-bars vu/4 = 0.00 ksi vu/4 = 0.01 ksi vc = 0.27 ksi c©col = 1.3 ksf c@Col = 1.3 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 31 k-ft Mu/ft = 27 k-ft OK OK As req = 2.00 As req = 1.72 LC2 - 1.4D Pu = 295 k lJlt Bearing Stresses (ksf): Mux = 0 k-ft OTx FS = NO OT 1.2 1.2 1.2 MOY = 0 'k-ft OTy FS = NO OT 1.2 F Cokirnn 1 1.2 Beam Shear Parallel to X-axis Parallel to Y-axis Punching ing c@d = 1.2 ksf a@d = 1.2 ksf vu/ = 0.02 ksi x-bars y-bars vu/4 = 0.00 ksi vu14 = 0.01 ksi vc = 0.27 ksi a@col = 1.2 ksf y@col = 1.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 28k-ft Mu/ft = 24 k-ft OK OK Asreq=1.80 Asreq =1.55 10% 01 Reduction perASCE7 12134 Applied to LC3 LC3 - I 2D+f1L+E+ 29dsD Pu = 653 k Ult Bearing Stresses (ks Mux = 0 k-ft OTx FS = NO OT 2.5 2.5 2.5 0.k-ft OTy FS = NO OT 2.5 F Column I 2.5 25 25 25 Parallel to X-axis Parallel to Y-axis Punching BendjQg cy@d = 2.5 ksf c@d = 2.5 ksf vuI4 = 004 ksi x-bars y-bars a@Col = 2.5 ksf a@col = 2.5 ksf vu/4 = 0.01 ksi vu/+ = 0.01 ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 62 k-ft Mu/ft = 54 k-ft OK OK As reaf 3.98 As req = 3.43 I I I I I I I 1 I I I I I I I I I I Rectangular SpreadFôoting Design ver: 5.0 1 31 2 of 2 Job: Via Sat PSI Location: Grid N16 F-Col Ftgs 1fl94CTPr1t,rtkn m6r A Qrt= 7 11 12 A i- I (A LC4 - 9-.2SdsD+E Pu = -162 k FIG Hold Down = I 6 k. Ult Bearing Stresses (ksf.) Mux = 0 k-ft OTx FS = NO 01 0.0 0.0 0.0 Muy 0 k-ft OTy FS = NO OT 0.0 t Column 1 0.0 Beam Shear 0.0 0.0 0.0 Parallel to X-axis Parallel to Y-axis Punching Bending Too & Bottom 0.0 ksf a@d = 0.0 ksf vu14 = 0.01 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi G@Col = 0.0 ksf o@col = 0.0 ksf vc= 0.13 ksi vc= 0.13 ksi OK Mu/ft= 0k-ft Mu/ft 0k-ft OK OK \s req b = 0.01 sreq b =0.01 Mu/ft= 16k-ft Mu/ft= 14k-ft As.reqt = 1.00 As req t = 0.86 IL4UIdi aprvidu r Qourig tjesigfl ve1 3.0 Job: Via Sat PSI Location: Grid A/I7 F-Cal Ftg 132 Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTC Density = 50 pcf BRG Increase per width = 500 psf/ft fl = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 283 53 14 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 10.0 ft 10.0 ft Soil Pressure Load Case D+FTG+L = 3.49 3.49 ksf OK D+FTG+L+EQ/1 .4 = 3.59 3.59 ksf OK .9D+FTG+EQI1.4 = 2.56 2.56 ksf OK Summary Asbot reqd (x) = Asmin (x) = As Bat (x) 3.09 6.48 9 - #8 Asbot reqd (y) = As mm (y) = As Bat (y) 2.36 d= 26 in 6.48 Depth = 30 fr 9 -#8 LCI - I 2D+1 6L Pu = 424 k Ult Bering Stresses (ksf) Mux 0 k-ft OTx FS = NO OT 1 4.2 4.2 4.2 Beam Shear = 0 k ft OTy FS = NO OT [2 I columnj 42 4.2 Parallel to X-axis Parallel to Y-axis Punching Bendj = 4.2 ksf a@d = 4.2 ksf vu14 = 0.08 ksi x-bars y-bars vu/4 = 0.02 ksi vu/ 0.03 ksi vc = 0.27 ksi occol = 4.2 ksf a@COI = 4.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 34 k-ft Mu/ft = 26 k-ft OK OK As req = 2.92 As req = 2.23 1C3 - I 2D+f1L+E+ 2SdsD Pu = 448 k Ult Bearing Stresses (ksf) 4.5 4.5 4.5 Mux = 0 k-ft OTx FS = NO 01 Muy 0 k-ft OTy FS NO OT 45 Column 1 45 Beam Shear Parallel to X-axis Parallel to Y-axis Punchinq. Bendjg a@d = 4.5 ksf cr@d = 4.5 ksf vu/ = 0.08 ksi : x-bars y-bars vu/4 = 0.03 ksi vu/4 = 0.04 ksi vc = 0.27 ksi ccol = 4.5 ksf a@col = 4.5 k1 vc=0.l3ksi vc=0.l3ksi OK Mu/ft =36k-ft Mu/ft 27k-ft OK OK I As req = 3.09 As req = 2.36 Rectangular Spread Footing DesLcln ver 5.0 PG 1 of 2 Job: Via Sat PSI Location: Grid A118 F-Col Ftgs 133 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 12 in Depth ofBase Soil BRG = 24 in Column dim V = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FIG Density = 50 pcf BRG Increase per width = 500 psf/ft fl = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 242 53 341 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 160ft 16.0 ft Soil Pressure Load Case M D+FTG+L = 1.40 1.40 ksf OK D+FTG+L+EQI1.4 = 2.35 2.35 ksf OK .9D+FTG+EQ/1.4 = 0.12 0.12 ksf OK Summary Asbot reqd (x) = 4.19 Asbot reqd (y) = 3.61 d- 56 in Asmin (x) = 20.74 As mm (y) = 20.74 Depth 60 in Astop reqd (x) = 1.00 Astop reqd (y) = 0.86 As Bot (x)= 14-#8 As Bot (y)= 14-#8 M Top (x) 14-#8 Astop(y) 14-#8 LCI - -I-20F+1. . 6L Pu 375 k Llt Bearing Stresses (ksf) Mux = 0 k-ft Olx FS = NO OT 1.5 1_5 1.5 MUY = 0 k-ft OTy FS = NO OT 1 5 [Colurnrfl 1.5 Beam She Parallel to X-axis Parallel to Y-axis Punching Bending cd = 1.5 ksf a@d = 1.5 ksf vu/4 = 0.02 ksi x-bars y-bars vu/4 = 0.01 ksi vu/4 = 0.01 ksi vc = 0.27 ksi a@col = 1.5 ksf a@col = 15 ksf vc = 0.13 ksi vc 0.13 ksi OK Mu/ft = 36 k-ft Mu/ft = 31 k-ft OK OK As req = 2.28 As req =1.97 (ksf) 1.3 _LiBearin9!;ress!s 1.3 FColumn 1.3 Beam Shea[ Parallel to X-axis Parallel to Y-axis Punching 1.3 ksf a@d = 1.3 ksf vu/4 = 0.02 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.01 ksi vc = 0.27 ksi a@col = 1.3 ksf a@col = 1.3 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mulft = 32 k-ft Mu/ft = 28 k-ft OK OK As req = 206 As req = 1 78 I0%OT'Reduction per ASCE7 12.13.4Appliedto LC3 . ...... LC3 I 20+fIL+E+.2SdsD Pu = 687 k Ult Bearing Stresses (ksf) Mux = 0 k-ft Olx FS = NO OT 2.7 2.7 2.7 Muy = 0 k-ft OTy ES = NO 01 2.7 [ Column 2.7 BeamShear 27 27 27 Parallel to X-axis Parallel to Y-axis Punching Bending a@d = 2.7 ksf a@d = 2.7 ksf vu/ = 0.04 ksi x-bars y-bars vu/4 = 0.01 ksi vu/4 0.01 ksi vc 0.27 ksi y@col = 2.7 ksf a@col = 2.7 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 66 k-ft Mu/ft = 57k-ft OK OK As req = 4.19 As req = 3.61 Rectangular Spread FOoting Design ver: 5.0 134 2 of 2 Job: Via Sat PSI Location: Grid All F-Cot Ftgs meL nr -ACIC 7 a -4.A:•A-I2..._1 LC4.- .9-,2SdsD+E - - - -. Pu = -126 k Mux = 0 k-ft - - •t-T ''E'WM' FTG Hold Down = 165 k Olx FS = NO OT U1t•13eadn9 Slressgs (ksfl. 0.2 0.2 0.2 Muy = 0 k-ft OTy FS = NO OT 0.2 Column 0.2 Beam Shear 0.2 0.2 0.2 Parallel to X-axis Parallel to Y-axis Punching Bending Too:&; Bottom = 0.2 ksf a@d = 0.2 ksf vu/4 = 0.01 ksi x-bars 4-bars; vu/+ = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi c@cOl = 0.2 ksf ©cot 0.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 4 k-ft Mu/ft 3 k-ft OK OK As req b = 0.24 As req b 0.20 Mu/ft = 16 k-ft Mu/ft 14 kft As req t = 1.00 As 0.86 I I I I I I I I I I. I I I I I 1 I I Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid 23/A F-Col Ftg 135 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of BaseSoil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density 50 pd BRG Increase per width = 500 psflft fl = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 109 9 216 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L wIEQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 9.0 ft 9.0 ft Soil Pressure Load Case Max Mw D+G+L= 1.71 1.71 ksf OK D+FTG+L+EQ/1 .4 = 3.61 3.61 ksf OK .9D+FTG+EQII .4 = 0.08 0.08 ksf OK Summary Asbot reqd (x) = 0.95 Asbot reqd (y) = 0.70 d 56 in Asmin(x) 11.66 As mm (y) = 11.66 Depth 60 in Astop reqd (x) = 0.26 Astop reqd (y) = 0.19 As Bot (x) 8- #8 As Bot (y) 8-#8 As Top (x) 8- #8 As Top (y) 8 -#8 Pu 145 Ult Bearing Stresses (ksf)' Parallel to X-axis Parallel to Y-axis Punching Bending = 0.0 ksf @d = 0.0 ksf vu/4 = 0.00 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi o@col = 1.8 ksf c@coI = 1.8 ksf vc=013ksi vc=Ol3ksi OK Mu/ft =llk-ft Mu/ft 8k-ft OK OK As req = 0.39 As req = 0.29 Parallel to X-axis Parallel to Y-axis Punching Bending c@d = 0.0 ksf a@d = 0.0 ksf vu/4 = 0.00 ksi x-bars y-bars vu/ = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi a@col = 1.9 ksf cr@col = 1.9 ksf vc = 0.13 ksi vc = 0:13 ksi OK Mu/ft = 12 k-ft Mu/ft = 8 k-ft OK .OK As req _= 0.41 As req = 0.30 10% OT Reduction per ASCE 7 12 13 4 Applied to LGZ LC3 - 12D+fl L+E+ 2SdsD Pu 351 k Ult Bearing Stresses (ksf) Mux 0 k-ft OTx FS = NO CT 4.3 . 4.3 4.3 .. 0 k-ft OTy FS = NO 01 41.3. 1 Column 1 4.3 Beam Shear 43 43 43 Parallel to X-axis Parallel to Y-axis Punching Bendjgg c©d = 0.0 ksf c@d = 0.0 ksf vu/4 0.01 ksi x-bars .. y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi a@col = 4.3 ksf a@col = 4.3 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 27 k-ft Mu/ft = 19 k-ft OK OK As req = 0.95 As req = 0.70 Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid 23/A.3-A.6&8.4-B.6 F-Cols Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added debth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density = 50 pcf BRG Increase per width = 500 psf/ft fi = 1 Actual FTC Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density= 110 pcf DL LL EQ Axial (k) 228 26 37 MMT x-axis (kIt) 0 0 0 MMT y-axis (kft) 0 0 0 D+L wJEQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 9.0 ft 9.0 ft Soil Pressure Load Case Max Min D+FTG+L = 3.26 3.26 ksf OK D+FTG+L+EQ/1 .4 = 3.59 3.59 ksf OK .9D+FTG+EQ/1 .4 = 2.32 2.32 ksf OK Summary sbotreqd(x) Asmin (x) = As Bot (x) 2.15 5.83 8 - # 8 Asbot reqd (y) = As mm (y) = As Bot (y) 1.58 d= 26 in 5.83 Depth = 30 it 8 - #8 Beam Shear 3.9 3.9 Ti Parallel to X-axis Parallel to Y-axis Punching Bending 3.9 ksf cy@d = 3.9 ksf vu/4 = 0.05 ksi x-bars y-bars vulj = 0.01 ksi vu/4 = 0.02 ksi vc = 0.27 ksi cy@col = 3.9 ksf o@ccl = 3.9 ksf ye = 0.13 ksi ye = 0.13 ksi OK Mu/ft = 24 k-ft Mu/ft = 18 k-ft OK I OK As req = 1.84 As req = 1 35 LC2 - 1.413 Pu = 319 k L Ult Bearing Stresses (ksf) Mux = 0 k-ft OTx FS = NO OT 3.9 3.9 3.9 Muy = 0 -ft OTy FS = NO OT 3.9 I Column 1 3.9 Beam Shear 'k Parallel to X-axis Parallel to Y-axis Punching Bending = 3.9 ksf ci@d = 3.9 ksf vu/4 = 0.05 ksi x-bars y-bars vu/+ = 0.01 ksi vul4 = 0.02 ksi vc = 0.27 ksi a@col = 3.9 ksf a@Col = 3.9 ksf vc=0.l3ksi vc=0.l3ksi OK Mu/ft= 24k-ft Mu/1t = 18k-ft OK OK . As req ,= 1.87 As req = 1.37 10% 01 Reduction per ASCE 7 fi 34 Applied to LC3 LC3 -1 2D01L+E+ 2Sdst Pu = 367 k Ult Bearing Stresses (ksf) Mux = 0 k-ft OTx FS = NO 01 4.5 4.5 4.5 Muy = 0 k-ft OTy FS = NO 01 4.5 J Column 1 4.5 Beam Shear 4.5 4.5 4.5 Parallel to X-axis Parallel to Y-axis Punching Bondi cyd = 4.5 ksf ccd = 4.5 ksf vu14 = 0.06 ksi x-bars y-bars a@col=45ksf T4.5 ksf vu/+=002ksi vu/4003ksi vc= 0.27 ksi ye = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 28 k-ft . Mu/ft = 20 k-ft OK OK As req = 2.15 As req= 1.58 .RectánqÜiar Spread Fbótiii;Desiqn ver: 5.0 Job: Via Sat PSI Location: Grid 23/B F-Col Ftgs 137 Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density = 50 pcf BRG Increase per width = 500 psf/ft fl = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 273 39 16 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L wlEQ Allowable Soil Pressure 4.00 5.33 ksf 9.0 ft 9.0 ft Soil Pressure Load Case Max Min. D+FTG+L = 3.98 3.98 ksf OK D+FTG+L+EQ/1.4= 4.12 4.12 ksf OK .9D+FTG+EQ/1 .4 = 3.00 3.00 ksf OK t req d(x}= 247 Asmin (x) = 5.83 AsBot(x) 8-#8 otreqd(y)= 1.81 As mm (y) = 5.83 AsBot(y) 8-#8 d= 26Th ,11 Depth = 30 .n LCI - 1 20+1 6L Pu = 390 k Ult Bearing Stresses (ksf) Mux = 0 k-ft Muy = 0 k-ft OTx ES = NO 01 4.8 OTy FS = NO OT 4.8 4.8 4.8 [Column I 4.8 Beam Shear 48 48 48 Parallel to X-axis Parallel to Y-axis Punching Bending, 4.8 ksf o@d = 4.8 ksf vu/4 = 0.07 ksi x-bars y-bars a@col = 4.8 ksf G@col = 4.8 ksf vu/4 = 0.02 ksi vu/4 = 0.03 ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 29 k-ft Mu/ft = 22 k-ft OK OK As req.= 2.28 As req = 1.67 k Ult Bearing. Stresses,(ksf) .Beam Shear Parallel to X-axis Parallel to Y-axis Punching Be in cr@d 4.7 ksf cy@d = 4.7 ksf vu/4 = 0.06 ksi x-bars y-bars a@col=47ksf .@COl=47ksf vu/4=Oo2ksi vu/4)=003ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 29k-ft Mu/ft = 21 k-ft OK OK As req = 2.24 As req = 1.04 10% OT Reduction perASCE 712 134 Applied to LC3 1C3 - t.20+f1L+E+ 2SdsD Pu = 422 k Ult Bearing Stresses (ksf) Mux 0k-ft OTxFS=NOOT 52 52 52 Muy = 0 k-ft OTy FS = NO OT 52 I Column 1 5.2 52 52 52 Parallel to X-axis Parallel to Y-axis Punching Be ing o@d = 5.2 ksf a@d = 5.2 ksf vu/4 = 0.07 ksi x-bars y-bars vu/4 = 0.02 ksi vu/4 = 0.03 ksi vc = 0.27 ksi ccoI = 5.2 ksf a@col = 5.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 32 k-ft Mu/ft = 23 k-ft OK - OK. As req = 2.47 :As req = 1.81 )t req! (x) Asbot reqd (y) = 2.25 Asmin(x) As min (y) 5.83 AsBot(x) AsBot(y) 8-#8 3.06 5.83 8-#8 Depth 30 in ll: Rectangular Spread Footing Design. ver: 5.0 Job: Via Sat PSI Location: Grid 23/C F-Col Ftg 138 Base Soil Bearing = 2500 psf fc = 4500 psi Adj. Grade to TOP = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 36 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psflft Sds = 0.758 FIG Density 50 pcf BRG Increase per width = 500 psf/ft fl = 1 Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 223 41 200 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 4.00 5.33 ksf "B" 9.0 ft 9.0 ft Soil Pressure Load Case Max Min D+FTG+L = 3.38 3.38 ksf OK D+FTG+L+EQJI.4= 5.15 5.15 ksf OK .9D+FTG+EQ/1 .4 = 0.83 0.83 ksf OK ______ 4.1 _T 4.1 4.1 Parallel to X-axis Parallel to Y-axis Punching Bendjpg 4.1 ksf @d = 4.1 ksf vu/4 0.06 ksi x-bars y-bars vu/4 = 0.01 ksi vu/ = 0.02 ksi vc = 0.27 ksi o@col = 4.1 ksf a@col = 4.1 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 25 k-ft Mu/ft = 19 k-ft OK OK As req = 1.95 As req = 1.43 Bearing Stresses (ksf.), Mux 0 k-ft OTx ES = NO OT I 3.9 3.9 3.9 LC2_.:t4D Pu = 312 i]_Ult I cokimnl 39 Muy 0k-ft OTYES= NO OTj_39 BearnShear Parallel to X-axis Parallel to Y-axis Punching Bending c@d = 3.9 ksf = 3.9 ksf vu/4 = 0.05 ksi x-bars y-bars a@col = 3.9 ksf a@col = 3.9 ksf vu/4 = 0.01 ksi vul+ 0.02 ksi vc = 0.27 ksi vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft 24k-ft Mu/ft = 17 k-ft it OK OK As req 1.83 As req = 1.34 10% 01 Reduction per ASCE 712134 Applied to LC3 L03'- 1 2D+f1L+E+ 2SdsD Pu = 522 k Ult Bearing Stresses (ksf) Mux = 0 k-ft OTx FS = NO OT 6.4 6.4. 6.4 Muy = 0 k-ft OTy FS = NO OT 6.4 1 Column I 64 Beam Shear, 6.4 6.4 6.4 Parallel to X-axis Parallel to Y-axis Punching Bending 0@d = 6.4 ksf o@d = 6.4 ksf vu/4 0.09 ksi x-bars y-bars. vu/4 = 0.02 ksi vu/4 = 0.04 ksi vc = 0.27 ksi a@col = 6.4 ksf a@col 6.4 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 40 k-ft Mu/ft = 29 k-ft OK OK As req = 3.06 As req = 2.25 139 CULF& TAN F.IE.i.: JOB ,'5/ structural engineers ENGINEER C7 DESIGN OF DIlL C/ 1.1 D'O4' SHEET NO. DATE f 2T J /93' :i!i £Ol L4A4 : 'fk'tf L .- - 41X2 ') /tf 5) J4 II /97A5) 13 LL ; 1 O,/c 4,-t (2. > /4L : /3 OLt/1(/$#y//j Rectangular Spread Footing Deipn, ver: 5.01 Job: Via Sat PSI Location: Grid 23 Bridge DBL Col Ftgs Base Soil Bearing = 2500 psf fc= 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 24 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FIG Density = 50 pcf BRG Increase per width = 500 psflft fl = I Actual FTG Density = 150 pcf Max Soil Bearing = 4000 psf fy = 60 ksi Soil Density = 110 pcf EQ DL LL Axial (k) 104 19 0 MMT x-axis (kft) 0 0 0 MMT y-axis (kft) 52 10 0 D+L Allowable Soil Pressure = 4.00 9.0 ft 9.0 ft Soil Pressure Load Case Max Min D+FTG+L = 2.15 1.13 ksf OK lary Asbot reqd (x) = 113 Asbot reqd (y) = 0.91 d= 26 Asmin (x) = 5.83 As mm (y) = 5.83 Depth = 30 As Bot (x) 8-#8 As Bot (y) 8- #8 I I, I I I I I I I I I I I I I I I I ..., I Rectangular Spread Footing Design ver: 5.0 Job: Via Sat PSI Location: Grid 23 Bridge DBL Col Ftgs1) Base Soil Bearing = 2500 psf f'c = 4500 psi Adj. Grade to TOF = 12 in Depth of Base Soil BRG = 24 in Column dim Y = 24 in Clear to Bottom = 3 in Width of Base Soil BRG = 24 in Column dim X = 24 in Added depth = 6 in BRG Increase per depth = 500 psf/ft Sds = 0.758 FTG Density = 50 pcf BRG Increase per width = 500 psf/ft fl = I Actual FG Density = 150 pcf Max Soil Bearing = 4000 psI fy = 60 ksi Soil Density = 110 pcf EQ DL LL Axial (k) 170 30 0 MMT x-axis (kft) 0 0 0 MMT y-axis (kIt) 80 12.5 0 D+L Allowable Soil Pressure = 4.00 "B" 901t 9.0 ft Soil Pressure Load Case Max D+FTG+L = 3.36 1.83 ksf OK Si.immai,' Asbot reqd (x) = 1.81 Asbot reqd (y) = 1.47 d 26 in Asmin (x) = 5.83 As mm (y) = 5.83 Depth = 30 in AsBot(x) 8-#8 AsBot(y)= 8-#8 2.23 ••] Parallel to X-axis Parallel to Y-axis Punching Bending = 3.1 ksf a@d = 3.8 ksf vu/4 = 0.06 ksi x-bars y-bars vu/4 = 0.02 ksi vu/4 = 0.02 ksi vc = 0.27 ksi cy@col = 3.3 ksf cy@col = 3.1 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 23 k-ft Mu/ft = 19 k-ft OK OK Asreq= 1.81 Asreq= 1.47 LC-,2:- 1 AD Pu = 238. k Ult Bearing, Stresses (ksf} Mux = 0 k-ft OTx FS = NO OT 2.0 2.9 3.9 MqY = 112 k-ft OTy FS = 96 2.0 I Column 1 3.9 Beam Shear Parallel to X-axis Parallel to Y-axis Punching Bending. = 3.6 ksf vu/4 = 0.06 ksi ..x-bars _____I _y-bars vu/4 = 0.02 ksi vul+ = 0.02 ksi vc = 0.27 ksi @col = 3.1 ksf . cr@col = 2.9 ksf a@d = 2.9 ksf ..@d vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 22k-ft . Mu/1t 18k-ft OK OK j Asreq__=1.71 •. _As.req_=1.39 , 142 1 SHEET NO. DATE I I I I I I I t'_ aic - CU LP & lAtIN ER JOB 41 sfrucfura I engineers ENGINEER DESIGN OF r O4 /f , 4 4 5) I # d 321 (5')( ' - 31k,) ( s): T%-es4/ô/ Th'ci • 3°7 çT, 74.-~1 A / /t'eo ,4- 8e Cj'e''/ COLUMN PUNCHING Ver. 5.0 143 Job: Via Sat Ps Location: Grid B.8 Cont Ftg Floor: lyp Col SLAB. PROPERTIES:, Column Type: Edge X Dim = 24.0 in Y Dim = 24.0 in Dim to EQS Y = 12.0 in Slab Depth = 30.0 in davg = 26.0 in Prestress P/A = 0 psi f'c = 4500 psi NW LOADS: V= 289 kips MuXX = 145 k-ft MuYY = k-ft Engineer: CJ Date: Y Critical Section, b0 Mu by flex = 87.4 k-ft B 114.0 in As (flex) = 0.75 in MuYY by flex = 0.0 k-ft By 81.0 in As (flex) = 0.00 in Increase 11 per ACI Sect .13.5.3.3: NO SHEAR STRESS (d' CORNERS OF CRITICAL SECTION: VU,A/4 0.112 ksi V u,BI= 0.112 ksi V,c/4) 0.094 ksi v/4= 0.094 ksi Vum j4 = 0.112 ksi ço Shear= 0.75 = 0.268 ksi OK IJ Grid B.8 Col - Punching5.0 144 Torsional Capacity of Concrete Members version: 1.5.1 4500 psi fpc 0 psi slab flange on none 60 in CL1= 3m 30 in CL2= 3 in shear tie size #4 0 i CL3= 3m 60 in CL4= 3m (72 1:h2 2:j 0( V, +(8)~f C) EQN 11-18 Vumax < 701 k 701k >132k MAX SHEAR OK Shear Tie Design EtTu,tanO 2(85Aoh)fy EON 11-21 At/s = 0.006 in2lin 2Atls = 0.144 in2/ft max spacing = 12 inch Av/s+2At/s min = 0.604 in2/ft 2At/s actual = 1n2/ft Longitudinal Steel Design A, Al ph EQN 11-22 A = 5A ) hfyl 1 EQN 11-24 s(tan9) I s J: Al = 0.92 in max spacing = 12 inch Al,min = 6.21 in LondltudinalSteél Rediiction (Section 1t5.39 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 f'c = bw h= bf = Acp= 1800 in2 pcp 180 in 0.75 Tu @ 4SQRT = 302 kft Tu design = 48 kIt Tu <threshold torsion. Torsion may be neglected. Aoh 1257 ph 154 0= 45 Vu max 132 k Shear Check 2 t ice Ael (')c,) 2 " 147 " I CULP & TANINER JOB V1- 5.41L /"5 structural engineers ENGINEER I DESIGN OF 145 SHEET NO. DATE t.drde (;-rl 1t1t A4: 4 _4 75')Zw 20 (j ,, Ccf 4,€4 a5 I Are *7 t -. a' a IA) A I c-j 5. '- Engineer: CJ Date: 12/1/16 Y FCS NW X Critical Section, b0 Mu,byflex = 122.3 k-ft B= 114.0 in As (flex) = 1.05 in Mur, by flex = 0.0 k-ft B = 81.0 in As (flex) = 0.00 in2 Mu= k-ft COLUMN PUNCHING Ver. 5.0 146 Job: Via Sat Ps Location: Grid B.8 Cont Ftg Floor: Grid 2 Col SLAB PROPERTIES: Column Type: Edge X Dim = 24.0 in Y Dim = 24.0 in Dim to EOS V = 12.0 in Slab Depth = 30.0 in davg = 26.0 in Prestress P/A = 0 psi '= 4500 psi LOADS: V = 271 kips Mu,= 203 k-ft Increase yf perACl Sect 13.5.3.3: NO SHEAR STRESS :CORNERS OF CRITICAL SECTION: VU,AI4 0.093 ksi V U,BIc = 0.093 ksi V,cI4 = 0.094 ksi V U,D/4 = 0.094 ksi V u,max'4 0.094 ksi ço Shear = 0.75 = 0.268 ksi OK II. Grid B.8_2 Col - Punching5.0 Acp = 1980 1n2 pcp= 192 in 0.75 Tu @ 4SQRT 342 kft Tu design = 68 kft Tu <threshold torsion Torsion may be neglected. Aoh= 1398 ph= 166 0= 45 Vu max # 132k Shear Check 2 2 (Vu ( ~T u bWd :24 ø( + EON 11-18 147 Torsional Capacity of Concrete Members version: 1.5.1 fc = 4500 psi fpc 0 psi slab flange on none bw = 661n CL1= 3m h = 30 in CL2 = 3 in shear tie size = # 4 t= 01n CL3= 3m bt= 66 in CL4= 3m Vumax < 770 k 770k >132k MAX SHEAR OK :ShéTièDEI At Tu tan9 I s02(.85Aoh)frj EON 11-21 At/s = 0.008 1n2/in 2Atis = 0.183 in2lft max spacing = 12 inch Av/s+2At/s min = 0.664 in2/ft 2Atis actual = in2lft Longitudinal Steel_Design A, = AZ Ph EON 11-22 A = 5A _(\ Ph f,, EON 11-24 s(tan0)2 /,min _______s J_f Al = 1.27 in2 max spacing = 12 inch Al,min = 6.50 in Longitudinal Steel _Reduction___(Section__11_5_3_9) Mu = As reducable =. 0.00 Mu= Asreducable= 0.00 Mu= Asreducable= 0.00 Mu= Asreducable= 0.00 Loads: BLC 1, Dead Load ............... . . . ............. ... .......... - SK1 Grid 8.8/1-8 Cont Ftg Dec 1, 2016 at -1:3.2--p M H . * Grid B.8_18 Cont Ftg.r3d -- 8 Compariy% Dec 1 24§0Desig6er CJ 1:26 PM Job Number ViaSat PSi Checked By: 111RISA MN e Grid B.811-8 Coat Ftg Member Primflt Data rifrn t ict PJAri2F fliiin Rid. 1 M4 _N4_ N5 j 90 RE30X66 i None gen_Conc4NW Typical 2 M5 N5 .. __I_90_RE3OX6&Beam__Nöhé _..génConc4NWypjcal 4 M7 I N6 N7 N7 N8 90 90 RE30X66I ...RE3OX66_____Beam. Beam I_None __None __genConc4NWTypical _;genConc4NW_Typical M8 I N8 N9 90 RE30X6_ Beam _None __geaConc4NW Typical 6 M9 N9 I N10 1 90 RE30X66 i. Beam Nónê 9ènConc4NW Typical. I 7 i M10 NlO I Mil Nil Ijl12 __I Nil ._ 90 _90 " _REOX6.6 Beam None None gen_Conc4NW genConc4NW Typical Typical _911_M12 N12 JilL . RE3OX66 Beam! None genConc4NW Typical 10 1 M13 N13 N14 90 jftX66 Beam None qen_Conc4NW, Typical M14 N14 N15 90 __. RE30X66 Beam Non I gen_Conc4NW Typical 12 MIS N15 N16 I ODI 'RE30X66_. fn_None9 0flC4NW: Typical li_ M16 N16_ JN17 90 RE30X66. Beam ' None _TYPicaJ 141 M17 N17 N18 ______ 90 RE3OX6aI. Beam None 1gen_Conc4NW Typical 4 15i M18 N18 NlQ 90 Typical L16 M19 N19 N20 I90 RE Beam None gen_Conc4NWypjl L17 M20 N20 i N21 90 RE30X66 Bearm. None ,genConc4NW Typical 18 M21 N21 _22_I RE30X66 Beam None 1gen.Conc4NW _TypiLI M22 N22.I N23 . 90 - RE30X66 Beam None Igen_Conc4NTypJ 1.20 M23 N23 N24 , 90 . . RE30X66. Beam None gea_Conc4NW1Typical I 21L M4._. _2.4_N2_ 90. RE30X66 Beam None genConc4NWTypical M 90 RE30X66 Beam None , genCoflc4NWIypjQ 23 24j7_j_j27 M26 4t12 I N2_ C _9Q 90_I RE30X66 RE3OX6O flL Beam None eODflc4N , gen_Oonc4N\ypcj ivkcL 18 N _ ... __9 Beam None igen_Conc4NW Typical 11 26 M9_ N2iiL_N30 90 RE3OX6O Beam, None :.genConc4NWTypl _LL 90 RE3OX6O Beam I None :gen_Co4NW ncypical T 28 1 M31 N31 N32 90 RE30X60' _Beam 'Nonegen..Conc4NW _Typical LJ M32 N32 1 N33 . ,9Q RE30X60 Beam I. None I. gen Conc4NW i Typical 301 M33 N33 N34 9() ,RE30X6O.' _____Beam'neT'gen_Conc4NWiiTypical 31 1 M34 N34 N3_ 90, RE30X6.0 Beam None Igen_Conc4NW_Typical I 32 _M35. .N35._j. N36 90 RE3OX6O__Beam None. _Igen_Coac4Nw _TYDICaJ 1 33 M36 'N36 N37 90 RE30X60 Beam None j.gen_Con_Typical- 1 34 M37 N37 N38 : 90 RE3OX6O ___earn._None. _geaConc4NW,Typical 5M38 N38 N39 ..90. ,RE3OX6O _ Beam None gen W _Conc4N Typical 36 M39 N39 N40_ . 90 RE30X6O Beam _Nohe _.. __geftConc4NW _Typical L_ M40_ N40 N41 90 RE30X60 Beam,! . ....... None _JgenConc4NWTypicaI M41 1 N4l N42 ..90. .. _____RE3OX6O _' _Beam'None._IgeCont4NW _Typl 39M42 N42 N43 I 90 ,RE3OX6O gen NW Typical 40 1 M43 N43 N44 90 RE3OX6OBeam _____None' _.:geflCOflc4NW Typical 41 M44 N44 1 _N45 90 RE3OX60_. _Beam__. None _IgenConc.4NWTypj 42 M45 N45 N46 90 .RE3OX6O..___Beam j_None _. gen_Conc4NW _Typical .43 _M46 N46 N47 90 RE3OX6O I__ Beam ._None . gen_Conc4NW Typjcal 44 I M47 N47 N48 90_ RE3OX6O_______ Beam :_None gen_Conc4NW_Typjcal 45 M48 N48 1_±!49 90 RE3OX6O_ Beam i _None gen_Conc4NW _TypIL. _46 M49 ]_N49 I N50, 90 RE30X60 Beam: None ' genConc4NW Typical AL MQ_ 1 N5 1 N51 90 RE30X60 _,Beam _None TVgjqal Mt I N51 N52 -. 90 1 RE30X60 Beam None :gen.ConC4NW Typical 49 M52 1 _N_ .±3_ _Q_ Typical 50 M53 i ,N53 N54] 90 RE30X60 _Beam _None .gen_Conc4NWTypjç 51 M54 N54jN55_ 90j 30X60 Beam:_None Typical 52 j M55 I_•N55 N,6 1 90 1 RE3OX60 Beam None I gen_Conc4NW j Typjc.L 53 _6i N56 N57J 90 RE30X60 En]jNonej,n_CoflC4N1Y_TypI4L 54. M57 I_ N57 - 90 .. .RE30X60• Beam None ' 9enCorI.Q4NW, Typical IM 55 M58 1 N58 I N59 . 90_ RE3OX60 Beam None ge M __N59. N60 190 'RE'X .......Beam _Noneigen_Gonc4NLTypicaI - RJSA-31D Version 15.0.0 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 8.81-8 Cont Ftgr3d] Page 1 p ny• Dec 1, 211 . . 1:26 PM IRIS ijat PSi Checked MlNe Grid B.811-8 Cont Ftg I Member Peftary Data •i'COntinued hoi I : I Aim. I. iMnt k, Inini ttMA. ii• T,,Tp flti I litt Mpt4rii.l Macimn Pid. 57j M60 I N60 N61 90 RE30X60 _Beam _None_1gen_Oonc4NW Typical 58 M61 N61 N62 1 :00 RE3dX60..__Beam ___NOne ___ëConc4NW1: _Tvpithl 59 M62 N62 N63 90 1 RE30X60. Beam None _genConc4NW Typical P_ M63 _[ N63 N64 1_90 RE3OXGO__Beam _None _gen_Conc4NW Typical 161 M64 J N64 N65 . 90 1 RE30X6O. _Beam : None _gen_Conc4NW .,Typical 62 M65 N65 N66 90 RE3OX6O ___Beam _None __gen_COnc4NW____Typical____ 1631 M66 N66 N67 .90 . RE3OX6O _i'Beantj'Jpne_!en_conc4Nw1. _Tybicat 64j -M67 N67 N68 . 0 REOX60 _Beam _None _gen_Conc4NW ___TypicaL 651 M68 N68 N69 1 oo RE3OX60 Beam _None _:genConc4NW Typical 66 M69 N69 N70 1 90 RE3OX6O__Beam _None _gen_Conc4NW,TyPiCaL 167 M70 N70 N71 90 RE30X60 . am _None _genConc4NWlTypical 68 M71 N71 N72 RE3OX6O Beam None ___Conc4NW:_Typical 169 1 M72_- N72 N73 - 90 RE30X60 _:Beam Noe gLConc4NW _Typical 70 M73 N73 A N74 :'.'.' _90 !. .. __'.RE'30X60.______Beam __tkon'é qenConc4NWTyolcal 71 M74 N74 1 N75 .90 RE30X60 Beam None. genConc4NW Typical 72 M75 N75 1 N76 1_90 RE3OX60 1 Beam None gen_Conc4NW Typical 73 M76 N76 N77 J_90 RE30X60 Beam . None Jgen_Conc4NWf Typical . 74 M77 N77 N78 l90'' .RE3OX6O Beam None gènCo.nc4NW Typical- 75 M78 N78 N79 1 90 RE3OX6O Beam None gen_Conc4NWijypical 76 11 1 M79 N79 N80 .90 RE3.0X60 Beam __None _qen_Conc4NW .jypicgl.'I 77 M80 N80 N81 90 1 RE30X60 Beam 1 None genConc4NW 1 Typical. .1. M81 N81 I. N82 9 RE300. :Bem None _gen_Conc4NW' Tial I 79 M8_L2J_83 RE30X60 Beam None _geConc4NW TypicaL1 0 M83 I N83 N84 . -1, Bearn___None _ge.nCó'n4NW Typical 81 .. M84 N84 I N85 _90 _ RE3OX6O __Beam I _None Lfl_C00C4NW 1 Typical M85 N85_I N86 90 RE30X60_______Beam None______gen_Conc4NW Typical__1 83 M86. N861 N87, 90 , RE3OX6O.1 Beam J None .gen_Conc4N\N Typical i 84'tVi87 N87 N88 - . .90; RE3OX6O__Beam__None: __enConc4NW Tbica! 85 M88 N89 90 RE3OX6O L None :..gen_çon4NW .• Typical M89 N89 N90 REBQX60 _Beam _None _'. _gen_Cqnc4NWT'. _Typical:. 87. ,M90 'N90 N91 90_, RE30X60. _Beam. _None _.genConc4NW Typical Mgi _. .N9'1 N92 ... '90 ' .RE30X60__Beam _____None_'' eji_Coric4NW Tyicl'__:1 89 M92 N92 N93 90 RE30X60 Beam ; _None. _genConc4NW Typical 1 00 M93 N93 1 1494_1 ' ' '9.0 RE30X60 Beam_ No! ____'en_Conc4NW Tvpical...T 191 M94 N94 N95 L 0 RE30.X60 _Beam _'None. _geriConc4NW 1Typical: L M95 N95 N96 90 RE3OX6O _Bea __m None _______1en_Conc4NW g Typical 93 M96 N96 N97 90 RE30X60_I_Beam _INone __genConc4NW _yjL 94 M97 I N97 N98 90 RE3OX60 ___Beam___None genConc4NW Tyoical L951 M98 IN981 N99 90 RE30X60Beam'None__gen_Conc4NW _'Typical L961 M99 N99 NIOO '. 90 RE30X60 Bear'ii.None. ieconc4Nw __TpicL4 97 M100 1 N100 NIOI 90 RE3OX6O Beam ___None , __igenConc4NWypical .98'.:. 1 :M101. N101 . N1'02 90 RO)60 _Beam; None ____1 enonc4NW] Typical . .99 M102 N102 I N103 90 RE3OX6O BeamNone _gen_Conc4NW 1 ,Typical .iQ M103 N103 N104 90 1 RE30C0 Beam I None _gen_Conc4NW _Typical 10.1 M104. N104 1 N105 90 1 RE30X66 Beam _None _gen_Conc4NW,Typical 1C2 Fft'05 N105 N106 90 RE3OX60 Beam _None ___genConc4NWI__Typical I .10 M106 N106 . N107 90 RE30X60 , Beam _Nonen_Conc4NW__Typical '_ 104 M107 N107 1,__N108 .' 90 . RE3OX60 Beam__None _Igen_Conc4NWypçal Fios M108 N108 , N109 90 RE30 0 BeamNone _genConc4NW Typical 106 M109. N109 N110 90 1 lE3OX60 11 Beam _None _gen_Conc4NW ....Typical 107 _jy110 I N110 1 N111 90 , RE30X60 _Beam _None _gen_Conc4NW _TypicalI: ~1081 Miii N111 I N112 90 'RE3OX60 'I Beam' __None!gen_Conc4NW __T'/picalI, F1091 M112 N112 I N113 90 'RE30X60 _.Beam _None _gen_Conc4NW'_Typical 110 M113 N113 I N114 90 RE3OX60 ______BearnI _____None' ilqen_Qpnc4NWTypical 1.11:1 M114 N114 N115 9çL RE30X60 __Beam _None _C _genonc4NW.Typical Jj'2 M1i.. N115. : NI1.6 1 . 90 1 -RE30X6.0 _Beam _I ___None _gepConc4NWi TvoiT11 1131 M116 N.116 I N117 1 I 90 1 RE3OX6Oi_Beam None. __JgenConc4NWi_Tynical _I I - RISA-31D Version 15.0.0 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid B.8_1-8 Cont Ftg.r3dJ Page 2 Company : Dec 1, 20h12 Designer CJ 1:26 PM Job Number 111RISA, Model Name ViaSat PSi Checked By: Grid B.8/1-8 Cont Ftg Member Primary Data (Continued) Label I Joint J Joint K Joint Rotäte(de SeetiOii/hàbe. Tvoe Oesiin List Material Desian RU!. 114 M117 1 N117 N118 1 90J RE3OX66 Beam None genConc4NW Typical 1115 i M118 N118 N119 gp_l RE3ox6o:Beam None gen_Conc4NW.Typical iiLM119ji19 117 M11L4 N120 N120! N121 90 90 RE3OX6O, .RE30X60 Beam Beam No gen None Conc4NW, genConc4NW _Typical Tyoical 1 Ml 21 _N121 N122 i - 90 RE30X60 _Beam _None genConc4NW _Typical 119 k M122 N122 _N123 90 RE30X.60 Beam None igenConc4NW Typjcal 120 M123 N123 N124--] 90 .RE30X60 _Beam _None .gen_Conc4NW _Tyoical 12.1 M124 N124 N125 90 E30X60 _Be.aLj one .gen_Conc4NW ]jypjcal 122. M125 __N125 _N126 f 90 _.1_RE3OX60__Beam _None _.gen_Conc4NW Typic 11231 M126126 _N127 _Q!_RE3OX6O _Beam _None gen Iypjc_aL 1241 M127 N127 N128 90 :RE350 Beam None i genConc4NW Typical ~1251 M128 1 N128 } N129 901 RE30X60 Beami None gen_Conc4NW Typical j26 1 v1129 __N129 _N130 90 RE3QX60 _Beam None _genConc4NW_TyjcL 127 M130 _N130 _N131 90 RE3060•Beam _None Typical 128 _M131 N131 N132 I gO RE3O60 _Beam __None _genConc4NW Tyoical 1129 M132 _N132 _N133 90 RE30X60.F Beam .None _gen_Coac4NW Typical. N133 _N134 90 RE3OX6O ______Beam______None _genConc4NWTypical Joint Boundari COnditions RISA-3D Version 15.0.0 [G:\.. .\. . .\ENGINEERING\Design\Ftgs\Cont Ftgs\Grid B.8-1-8 Cont Ftg.r3d] Page 3 CO Dec t2O1 1.11 Designer CJ 1 26 PM RIS Job Number ViaSat si Checked By Model Warne Grid B 8/1 8 Cont Ftg Joint Boundary Conditions (Continued) I RISA-3D Version 15.0.0 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid B.8-1-8 Cont Ftg.r3d] Page 4 Company Dec 1, 2Ohl 1:26 PM Job Number ViaSat PSi Checked By: Designer CJ 111RI_ Model Name Grid B.811-8 Cont Ftg Joint Boundary Conditions (Continued) 93 L Joint Label XJn1 YMnL ZRAhl Z Rot. flftIrad] N96 I CS72 I I 94 N97 CS72 .95 N98. ci_J 96 r97 N100 J99 CS72 98 11 N10 CS72 1 N101 CS72 ___________ 100 i N103 0S72 LtO-1 N104 0S72 102 1 N105 I I 0S72 11031 N106 I _ CS72_1___1 1041 105 _.N108 CS72 I .106 N107 CS72 ____________________ N109 I CS72 107 N110 0S72- 108, CS72 .••i . _____. ..... 109 . N112 CS72 hal N1 13 . C$72 .: 1.11.1 N114 CS72- 1,121 N1 15 •CS72 ..• 113 Nil 6 • CS72 114!. . N1 17 CS72 1151 _ N118 C$72 C—S 1J [7-2 N1i • ________ ________ . ••• 1i71 l.iia N121 •.CS72.. N1 22 CS72, N120 J CS72 __________ ....... __________ L10 I jj123 CS72 121 N124 CS72 122 1 N125 CS72 . _•• i2LNl26 --4 - CS72 124. N127 CS72 . . _______••:.... 1251 N128 CS72 N129 CS72 .. .. __.. _. 1127 N130 CS72 128 N131 CS72 129 N132 _CS72__T 130 N133 __C872 _I __________ ••.. _____ 11 1I _N134___I_ Reaction I____CS5.4 [ Reaction Reaction I Reaction Basic Load Cases Joint Loads and Enforced Displacements (BLC I : Dead Load) RISA-3D Version 15.0.0 [GA ... \ ... \ENGNEERING\Design\Ftgs\Cont Ftgs\Grid B.8-1-8 Cont Ftg.r3d] Page 5 Company Dec 1, 0t5 Designer . ci 1:26 PM iii RMA A Job Number :, ViaSat PSi Checked By:_ Model Name Grid 8.8/1-8 Cont Ftg Joint Loads and Enfôrced.Disø!áöements (aLC I Dead Load) (Continued joint Label LDM Directiôh Ma. 1tQdek,k-ffl, B N129 P L Y -iO Joint Loads and Enforced Displacements (BLC 2 Live Load) Jóiñt Label • LQM Direl'n MgnitudeUk.k-ft ir?d)J 11 - N6 T L -Y 22 7 N21 L : • • -39 Load Combinations DescrigjpnSol..R.. S... BLCFa... BLCFa.. BLCFa.. BLCFa,.. BLCFa,.. BICFa... BLCFa., DL+LLYes iiH 1 2 2 1,2*DL + 1.6*LL Yes: Y -1.2 1 11.2 2 1.6 . I - RISA-3D Version 15.0.0 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid B.8_1-8 Cant Ftg.r3d] Page 6 As: IC 1, DL + LL suits for LC I, DL • LL fraction Reaction Units are k and k-ft 4 4 - - - - - - - - - - - - - - - - - - - ,~'Tx Loads: LC 1, DL + Lt. Results for LC 1 DL + LL V-direction Reaction Units are k and k-fl jSK-4 CJ Grid B.8/1-8 Cont Ftg Dec 1, 2016 at 1:46-,PM----,- ViaSat PS-i Soil Bearing Grid 13.81-8 Cont Ftg.r3d (e 514' t--,'de 29 27 25 75 2423 21 2.120 Ei + T+i4I U 19 19 18 18 18 ' 7 17 17 1 18 18 lB 18 58 18 15 18 18 15 1E 18 18 15 113 18 19 19 19 18 18 18 18 a/tto" 2):a6sV — — — — — — — — = — — — — — — — — I i~_- TX To , 5 /' e. ea / (•a' ','it. $f) A tA AAAA A+ A I 1 18 19 19 19 19 Ig19 19 10 18 18 18 18 10 18 1. 41 / z' -25l A A A A I A I A A A I A A A H 8 16 18 tu 19 19 19 19 19 18 18 15 18 18 17 17 17 17 16 16 15 1 IJ 19 18 '1 6 15 18 16 18 is 18 18 18 ir 18 19 19 . j 17 21 27 22 . 2 Loads: LC 2, 12DL •.• 1 OLL Results for LC 2, 1.2'DL + 16LL CJ Grid B.8/1-8 Cont Ftg ViaSat PSi j Ult Soil Bearing fSK-6 IDec 1, 2016 at 1:54 PM Grid B8_1-8 Cont Ftg.r3d *j 4% o. & rrI C4 t,— Qb/ rnJ1MI LLX L2) Results for LC 2, 1.2DL + l.SLL Member y Shear Forces (IC) cJ ViaSat PSi Grid B.8/1-8 Cont Ftg Shear Design SK-7 Dec 1, 2016 at 2:13 PM Grid B.8_1-8 Cont Ftg.r3d — — — — — — — — _ — — — — — — — — 1•' Results for LC 2, 1,2DL 4 1,6LL Member y Shear Forces (k) C ViaSat PSi Grid 6.8/1-8 Cont Ftg Shear Design -.SK-8 Dec 1, 2016 at 2:13 PM Grid B.8_1-8 cont Ftg.r3d Fl. 'V 6 fr I' M' z,44 I ,1..,ac, 44 - S - L/ TS: Ex 7.. Li I I i. I F ( ,4 I •! • I F~v IC ~Irll .::.=.. ••• p6 CULP&T4.:Nt.ER 166 I JOB l/1lt / ~ structural engineers SHEET NO. 1 ENGINEER C DESIGN OF F a Lccd5 &e cI: L j4 ± 3/5 I 1 I I A1 75 2 I C4 /j) - ,'i I ly I 4e A/4, u-" 3,5) /($')7 t,I -76 I ; freed p I i• / , (C! /e -7-Lr as; SLAB PROPERTIES: Column Type: Edge X Dim = 36.0 in V Dim = 24.0 in Dim to EQS V = 12.0 in Slab Depth = 30.0 in day9 = 26.0 in Bill i. 1211 2411 (y dim) C 167 COLUMN PUNCHING Ver. 5.0 Job: Via Sat Ps Engineer: CJ Location: Grid 9 Cont Ftg Date: 11/9/16 Floor: Typ Col V EQS Prestress P/A = 0 psi 3611 4500 psi NW (x dim) LOADS: Critical Section, 498 kips Mu # 249 k-ft Mu by flex = 156.3 k-ft B= 126.0 in As (flex) = 1.34 in Mu= k-ft MuYY by flex = 0.0 k-ft B= 81.0 in As (flex) = 0.00 in SHEAR STRESS 0) CORNERS OF CRITICAL SECTION: v/4= 0.187 ksi vJ4 0.187 ksi Vu c/4z 0.148 ksi Vu,DI 0.148 ksi V u,majcI4 0.187 ksi ço Shear= 0.75 = ).268 ksi OK II Grid 9 - F-Col - Punching5.0 W. Torsional Capacity of Concrete Members version: 1.5.1 fc = 4500 psi fpc 0 psi slab flange on none bw = 60 in CL1= 3m h = 30 in CL2 = 3 in shear tie size = # 4 0 i CL3= 3m b1 60 in Acp 1800 in2 pcp 180 in 015 Tu @ 4SQRT = 302 kft Tu design = 75 kft Tu <threshold torsion. Torsion may be neglected. Aoh= 1257 ph= 154 0= 45 Vu max 160k Shear Check + (8) EON 11-18 1. 7A 2 Vumax < 699 k 699k >160k MAX SHEAR OK Shear Tie Design At Tu tan O q5 2(85Aoh)fy EON 11-21 At/s = 0.009 1n2/in 2At/s = 0.225 in2/ft max spacing = 12 inch Av/s+2Atls min = 0.604 in2/ft 2AtJs actual = in2/ft Longitudinal Steel Design A,ph Ph fl s(tan o) EON 11-22 A!,mcn EON 11-24 ) f Al = 1.44 in max spacing = 12 inch Al,min = 6.21 in' Longitudinal Steel Reduction (Section 11.5.3.9) Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Loads; BLC 1, Dead Load SK-1 CJ Grid 9/B.9-C.7 Cont Ftg Nov 10, 2016 at 3:15 PM ViaSat PSI Grid 913.9-C.7 Cont Ftg.r3d Ex Grid 9IB.9-C7 Cont Ftg SK-2 Nov 10, 2016 at 3:16 PM Grid 9_13.9-C.7 Cont Ftg.r3d — — — — — — — — — — — _ — — - - - - - - - - - -,-- - - - - - - Loads; BLC 3, Seismic Load (Let A) SK-3 cJ Grid 9/B.9-C.7 Cont Ftg Nov 10 2016_at316 PM ViaSat PSi Grid 9_B.9-C.7 Cont Ftg.r3d c I i -C4 -- Li - - - ---- I. I I. SK-4 cJ Grid 9/B.9-C.7 Cont Ftg Nov 10, 2016 at 3:16 PM ViaSat PSI Grid 9_B.9-C.7 Cont Ftg.r3d * .................................. ........................................................................................................... ................. . ........... ............... ..... --.. ....;-...;;.;.._;....;__...;.;. ........;;-.;.....;.......................; Ex r mpany Designer Nov 10, 3:16 PM Job Number ViaSat Psi Checked By:_____ N 0 L 0 E s Model Nime Grid 9/8.9-C.7 Coat Fig Member Primary Data Label I Joint J Joint. uoint De5ioñ List •Mathrlal Desion ETiIIMi 1ThflII.t 90 RE30X96 Beam None en..COnc4NW[ypicaII M2 N2 N3 90 RE30X96 Beam negenOonc4NW Tvcal. 3M3 N3 i N4 1 90 i RE30X96 Beam None gen Coflc4NWjpicaI 4_1 M4 I_N4 —-I N5 1 90 1 RE30X96 Beam None gen Conc4NW i Typical LHM5_ !J5_.! N6 go RE30X96 TyDical M6 - N6 N7 90 RE30X96 Beam None genConc4NW..L],gicaI 7 M7 1 N7 N8 _1 _9.0_. RE30X96 Beam. None .gen W..T icaL. 8 M8 N8 N9 1 1 .90 RE30X96 . Be-am •• None genCc4NW TyDicãt 9 M9 I N9 [ N10 __- 90 .L ,.------- RE30X60 Beam None geConc4NW TYDICaf .LJ.QJi.tQ. Nb Ni i_ 90 RE3OX6O Beam None gen_Conc4N/ Typical 11 Mil Nil i N12 90 RE30X60.Beam• None gen Conc4NW. IoI1 12 1 M12 N12 N13 - 90 RE30X60 Beam None gen_Conc4NW Typical 13 Ml 3 N13 N14 _L±L RE3OX6O Beam. None genCoNWTynlcal 1-4 1 M14__ Ni4 _NiI_ 90 RE3OXOO Beam None qenConc4N'NTynical [— 16 MiS M16 _1 N16 Jfl7 I ...90 ._0. i_..._L30Q RE30X60 Beam Beam None None gen Conc4NW :TyiCaI genConc4NW Tybical 17 M17 1 N17 N18 , 9_...L_aE0X60 Beam None gen,Conc4NW. 18 M18 - N18 N19 90 RE30X6O Beam None geri _Conc4NVV Typical 20 1.9M1919 M20 . N2cL.L._N2j,L_.. N20L 90 90 JRE30X6O RE30X60 .am . Beam None None gen_Conc4NW .genConc4NW_jypical Typical L21 MZ1 N21 N22 90 genConc4NW]ypal 1 22 M22.. N22 N23 1 90 RE30X6.0 Beami Na ........9 c4N jypical L 23 M23 N23 N24 90 RE3OX60_ Beam None gen_Co ypicpL L24 M24 N24 J425 90 RE3OX60 Beam 25 M25 N25 N26 90 RE30X60 Beam None genConc4NW, Typical Conc4NW TirirI Lt.M27 ..LJi go .RE30 None 28 M23 Nö N2 3U tUAOU beam: nmne ye.I'svv vu 29M29 _N9J_N0 90 RE30X60 _Beam _None 9eflCoflC4NWTyL 30 M30__NL.±_N31 _____.90 .RE3.0X60___Beam _None _pc4' _Typical 31 M31 N31 _N32 1 .90 RE30X60 Beam _None _gen Conc4NW jypcal 32 __M32 _N32 _.N33 _..90__. RE3,0X60.___._Beam: None en Conc4NW _Typical. 1. M33 N33L4_j9Q RE30X60 Beam _None gen_Conc4NW _Typical 34L_M34 N34 N35 _____90. RE3OXSO Beam None __genConc4NW _Typical 35 M35 N35 N. L_90 RE30X60 Beam None gen.Conc4NW Typical 36:M36 1N36 N37 : 90. RE30X60 Beam None gen..Côñ4NW Typical I 37M37 1 N37 N38 L_PP . .RE30X60 1, Beam None 9en_onc4NW ypicaI 38 i .M38 1_N38 J9. 90 - RE3OX6O . Beam : None genConc4N\Lypical 39 . M39 _ lj39 NQ.. 90 _RE3OX6O Beam Noneen_çQ.nc4NW,Typical - _4_0- M40 N40 N41 90 ; RE30X60 Beam, None ,gen_Conc4NW Typical. 41 M41 N4i N42 90 RE3OX6O _Beam __pfl ppc4NIypicL. 42 ___M42l N42 ___N43 1 go RE30X60, 1 Beam None ___genConc4NW TyDiCal 43 _M43 -- N43N44 90: RE30X60 44 _M44 444 1 N45_ 90 __PE30X60 _Beam _None __genConc4NW _Typical 45 _M45 N45 N46 90 _RE3OX6O Beam None qen_Conc4NW ToJcal 46 M46 N46 1 N47 1 90 _gen 4L M47 N47 1 N48 i 90 .RE30X60 _Beam None gen Conc4NW Typical 48 M48 N48 I N49 90 _RE30X60 Beam ) None ___. gen_Conc4NW:_ Typical ____I 49 M49 N49 I NSa 90 RE30X60 Beam _None _pen Conc4NW Typical 50I __M50 N50 N51 90 _RE3OX6O Beam __None _penConc4NW, Typical 51 M51 N51 N52 90 RE30X60 1 Beam _NonB__p 4NTypical 52M521N52 N53 90 _RE3OX6O Beam None _pen Conc4NW Typical 53 _ M53 N53 N54 90 RE30X60 Beam None genConc4NW Typical 54 _M54 N54 _N55 _90 _RE3OX60 1 Beam _None genCoflc4NW _Tyoical _9 55 56 M55 M56 N55 N56 _N57 N56 _.90 90 _RE3OX6O __1__RE3.0X60 Beam I Beam_______None None _gen.Conc4NVV4 jyQcaj _genCQnNW _Typical I RISA-31D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 9_13.9-C.7 Coat Ftg.r3d] Page 1 Company M 117 , Dsgner .: Nov 10, rjr 3:16 PM Job : ViaSatPS1 Checked By: N0 L 0 G I.. Model Name : Grid 918.9-CJ Cont Ftg I Member Pr/man Data. (Continued) Label I joint. J Joint K Joint Rotate(de.. Sectiôn/Shaoe Tvoe Desion List .Mate• Des ion RuL 57 1 58 M 57 M58 N57 N58 I N58 N59 1 90 1,,.. 90 . RE30X60 RE3OX60 Beam Beam None None. . i gen Conc4NWLjypical genConc4NW TaEi 59 M59 N59 N60 90 RE30X60 Beam None I genConc4NW TVpical 60 M60 L_N60 N61 90 RE3OX60... Beam None.. igen_Conc4N.W Typical 61 M61 N61 N62 .90 RE30X60 Beam None gen_Conc4NW Tyrcai 62 M62 N62 N63 .90 i RE30X60 Beam None gen_Conç4NW Tyolcal_I 63 M63 N63_ ±J64 90 RE30X60 i Beam None genConc4NW TypiCal 64 M64 N64 N65 90. RE30X60 Beam None_eConc4NW TyDical I 65 M65 N65 N66 90 RE3OX60 Beam None 'genConc4NW 66 M66, N66 ._NL 90 RE3OX6O Beam None genConc4NW Typical 67 M67 N67 N68 90 i RE30X60Beam None gen_Conc4NW Typical 68 M68 N68 N69 90 RE30X60, Beam i None genConc4NW Typical 69 _M.9 N69 N70 90 1 RE30X60 Beam'None gen.Con1ypjcal 70 1 M70 I N70 N71 _______ 90 RE3OX60 Beam None gen Conc4NW L71 1 M71 N71 N72 90 RE30X60 Beam __gen_q.onc4NWjypçj_ 72 M72 _N72 N73 L 90 . RE3OX60 Beam None gen_Conc4NW Typical M73 N73 N74 90 RE30X60 Beam None geri_Conc4NWTypical 74 M74 N74 N75 ... 90 RE3OX6O . Beam None gen_Conc4NW Typical I75 M75 N75 N76 90 RE30X60 Beam 1 genConc4NW Typical 76 1 M76 N76 N77 . 90 1 RE30X6O Beam None . en_Conc4NTypical L 77 . M77 . N77 : N78 1 90 1 _RQP Beam None gen_Conc4NWTypical ['8 1 81 . MTh . N78 N79 1 90 RE3OX60 Beam None gen_ConcNW Typical. 1 79. .1 M79 N79. 1. N80 . I_90 1 RE30X60 Beam n_çonc4Nw Typical Joint Boundary Conditions YinJ ___ • YRotft/ . ............ NI . Reaction CS94 . RcjiReaction Reaction 2 .. _N2.I . t csiis 3 N3 CS1,15 N4 _. CS 11-5: 1. 5 N5 I_CS1I5 .....lI6 . . _.. CS1I5 7 .. N7 . CS11,5 N8 CSII5 N9 I CS94 JO- N10_.1 . C872 11, . All .12 N12... CS72 N13 1_CS72 14 .., _.. __. .. N14 ... Ji N15 . CS72 16 1 N16 I CS72 _ 17 N17 .0S72 18 N18 . . 0S72 . ... 19 N19 CS72 .2Q N20 CS72 21 -- N21 0S72 221 N22 . 3 N23 CS72 F2 CS72 24 N24 j_+ CS72 i . 25 N25 .. CS72 26 1 N26 . .. CS72.... .1..... .. + N27 CS72 R2i8 __N28 _CS72... . . 1291 N29 ii CS72 RISA-3D Version 14.0.1 [GA ... \...\ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 9_B.9-C.7 Cont Ftg.r3d] Page 2 I " - r ompny - . ' p Desgne : Nov 10, 27 66 Job Numbr : ViSätPS1 3:16PM Modes Name Gnd9/B.9-C.7 Coat Ftg Checked By: Joint Boundary Conditions (Continued) Joint Label X 1k/mi Ylk/ini Z flcinj _ 30 N30 . _. CS72 i1it_ _________________________________________ .N32 __CS72 I 33 1 N33 CS72 34 LN4 CS72 L35 N35 36 N36 CS72 0S72 . . __.T. Li N37 L 0S72 _________J,_________ 38 N38 N_ CS72 39 CS72__ 40 _N40 0S72 . 41 N41 CS72 ___ _____ 42_N42 I CS72 43 N43 H CS72 i 44 ___-- N44 - CS72 . N45 .. CS72 46 N46i__... __CS72 _. _..... I 47 N47 CS72 48 J'J48 . CS72 49 N49 .: . -. CS72 - 57, N50 . CS72 51 N51 . . CS72 52 N52 0S72 53 N53 CS72 ____ L54 N54 . CS72 ... .1. 55 N55 . 0S72 56 N56..... cs72 I 57 F'157 . . CS72- 58 1.........N8 .._. ._.i. ... __1 1N59__. .. CS72 59, .CS72 L60[ N60 ...... .CS72• ___________ ____________ _______________________ 61 N61 CS72 2LN62 ._...._.. CS72 63. N63 . CS72 64 _N64 CS72 1 65 N65 CS72 N66 CS72 .67 N67 ..CS72 __ _______ N68 . CS72 70 N,0 CS72 .._.... 71 N71 0S72 72 N72 . _______0S72 .. _.._. 73 N73 0S72 74 N74 .. _0S72 LZL N751 _0S72 76 N76 CS72 77• N77 CS72 78 1 N78 CS72 L79 N79 . . . CS72 80 .. N80 - Reaction 1 CS72 1 Reaction Reaction _Readion I RISA-3D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 9_B.9-C.7 Cont Ftg.r3d] Page 3 Company f Designer Nov 1o.1 Job Number ViaSat Psi 3:16 PM Checked By:_____ Model Name Grid 91B.9-C.7 Cont Ftg Basic Load Cases BLC Dèscriotion Cateoory X GravvY Gravity Gravity Joint Point Ditribu.. Aea(M .Strface... IDead Load f None 61. 2 Live Load None 6 .. .. 3 Seismic Load None 4 L 4 I Seismic Load .(Lat B.) .. None. . 4 Joint Loads and Enforced Displacements (BLC I Dead Load) Joint Loads and Enforced Displacements (BLC 2 Live Load) Joiit Label . LDM . . Dectiort tii:rMt L. N8, . L Y .1 -10 2 N26 . .L y . N44 L -iç 1 4 N62 L Y-25 LJ N3 . L Y -37 78 Y . -26 Joint Loads and Enforced Displacements (BLC 3 : Seismic Load (Lat A)) Joint Loads and Enforced Displacements (BLC 4: Seismic Load (Lat B)) Joint Label UJ.M Dirctidn ... Manoitudei(k.k-ft) (in,rodt, 1 1 .N8 L Y .-315 1 2 1 N26 L 1 1 54, I 3 N44 L. 1 -54 14 N62 L 315 Load Combinations Describtion SOI.P1. RLCFa... RLCPBLCF RLCFa BLàFa RLF2.. Bt.CFa.. gLcFa I DL+LL 1Ye1 ly TT T H PELL+071EQ (Lot A) Yes1 ry I 1L2 11 3 71 3 0.9DL-0.71'EQ (Lat A) Yes Y 9 1 .9 3 L71 4 DL+LL+071 EQ(LatB)YesI Y -1 1 1 2 1 1, 4 71 5 0.90L-0.71EQ (Lat B) Yes; Y -9 1 9 4 1,71______ 6 1.2*DL+1.6*LL !yes! I 1 Y-i.2111.22t6 1 7 1.35*DL+LL+0.9*EQ(L.Xes1 . y 1.35i 1 11.351 2 1 3 :.9 1 8 075 DL 09 EQ (Lot A) 'Yesi I Y 751 1 75 3 91 9 1.35DL+ LL +0.9EQ(L.:Yes y 1.351 1 1.35 2 4..9 075 DL 09 EQ (LatB) Yes Y 751 t 75 =1 4 9 RISA-3D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 9_B.9-C.7 Cont Ftg.r3d] Page 4 -1j, I -I i, ~--I I ~1- ~Tj F J-16 22 '51" 14 1313 U'12 12 1211121? 1212 12 12 121212 1212 12 12 12 1212 121212 12 13 13 13 1 13131312 12 12 121211 II 1111111111 11 1111 1111 1111111111 1111 11 11 1111 1212121 3 32 30 /=4 't ' s SK-5 : cJ Grid 9/B.9-C.7 Cont Ftg Nov 10, 2016 at 3:20 PM ViaSat PSI Soil Bearing _____ [Grid 9G7 Cont Ftg r3d 3 Loads: IC 2, DL + LL + 0.71E0 (Lot A) Results for LC 2,01 + LL + 071EQ (Lot A) V-direction Reaction Units are k and k-ft 139 - \ ,1 I L 65I I .238,34K -15766 92k. *wi 1+Frft:411T41TfH 25 22 1 1918 17 18 16 15 14 W 13 %3 13 13 1212 12 12 12.12 12 12 2 12 12 12 32 2 12 123232 12 12 1110 10,4 13 7 7 l 5 4 4 2 3 13 2 1 2 2 2 3, 3 4 4 2 5 7 13 2 30 3112 13 34 7 52 5048464 (1 4;5P 3347' SK-7 CJ Grid 91B.9-C.7 Cont Ftg Nov 10, 2016 at 3:22 PM ViaSat PS-i Soil Bearing Grid 9_ft9-C.7 Cont Ftg.r3d T A 4t ' 09% C) I I 14 m gP Loads: LC 6, 1.20L + 1.6LL Results for LC 6, 1.2DL + 1.6LL V-direction Reaction Units are k and k-ft CJ ViaSat PSI SK-8 I Grid 9/B.9-C.7 Cont Ftg Nov 10, 2016 at 322 PM Ult Sot! Bearing Grid 9-13.9-C.7 Cont Ftg r3d HH'HH W I43 > 2' 21 2020 12 18 18 17 16 IS 2 16 9 16 17 1717 18 18 18 19 19 19 702021 11 22'22 Loads: LC 7. 135DL + LL + 09EQ (Lat A) Results for LC 7, 135DL + LL + 09'EQ (Let A) V-direction Reaction Units are 9 and k-ft CJ Grid 9/B.9-C.7 Cont Ftg ViaSat PSi Ult Soil Bearing SK-9 Nov 10, 2016 at 3:22 PM Grid 9-13.9-C.7 Cont Ftg r3d 6 () CA () t I I I. I I I IL Loads: LC 9, 1 35131 + IL s 0,9EQ (Lat B) Results for IC 9, 1 .35DL + LI. + 0.9EQ (Lat B) VdirecVon ReacUon Units are k and k-ft --- — mmm m m win — i_ Fl 4 e ) f7 75 C1 iç()(z 4 -W 127 Milli 1`8 IL • -81.1 Member y Shear Forces (k) (Enveloped) JSK i CJ Grid 91B.9-C.7 Cont Ftg Nov 10, 2016 at 5:11 PM ViaSatPf1 ____ Shear Design ___ Grid 9B9C:7 Cont Ftgs3d 16.5 I ft1N* /9y(4pc/ ,(e,iA' - ' Øôz3i ',— /4,- I Ll 45 H 54 5 t A z 't Q>ei Member z Bending Moments (k-ft) (Enveloped) cJ ViaSat PSi Grid 9113.9-C.7 Cont Ftg Flexural Design 4e ,4 z Th1 is 7-217 3.Th12-1Oj53 -1 114ih 7&.4 11kW} -998M 77 ( /4 5 441i /1 9974-id CLP & TANNER j[:I structural engineers SHEET NO. DATE Lds Fe . c/; 2q 4 f:38-41 v 4; A/ A,c41 1, I JOB I ENGINEER (Y DESIGN OF 6o( I 72-' 1i6de ped 1 TkI 4 - I H - I 1i. 4-i 1, 14 C/ A-4 I /044 / 3s•(9 y) 5 7 Tot I 1. I I 7.,7t 45.ç I1i'4t 4/ ttYL Z z 0 Y - r) (z g') = re54itd Tart.j. L Tt"57i 4tL4/ be i;itd (j9j COLUMN PUNCHING Ver. 5.0 Job: Via Sat Ps Location: Grid D Cont Ftg Floor: F-Col SLAB PROPERTIES: Column Type: Edge X Dim = 36.0 in V Dim = 24.0 in Dim to EOS Y = 12.0 in Slab Depth = 36.0 in davg = 32.0 in Prestress P/A = 0 psi fc = 4500 psi LOADS: V = 801 kips Mu= 801 k-ft Mu= k-ft Engineer:: CJ Date: 1 1118116 Mu, by flex = 506.0 k-ft = 144.0 in As (flex) = 3.53 in MuYY by flex = 0.0 k-ft By = 90.0 in As (flex) 0.00 in 2 SHEAR.STRESS (. CORN ERS..OF CRITICAL SECTION:. VU J\/4 0.196 ksi V u B/ 0.196 ksi V/4 0.193 ksi v/4 0.193 ksi V u,maxI4 0.196 ksi CO Shear= 0.75 It v = 0.268 ksi OP. Grid D - F-Col - Punching5.0 I I Torsional Capacity of Concrete Members version: 1.5.1 fc = 4500 psi fpc 0 psi slab flange on none , bw = 72 in CL1 = 3 in I h = 36 in 'CL2 = 3 in shear tie size = # 4 0 i CL3= 3m I bf= 72 in CL4= 3 in Acp 2592 in2 bf ------------------------- CL3'\ pcp 216 in L I 075 i1 Tu 4SQRT = 522 kft 1 Tu design 223 kft SHEAR TIE SIZE I I Aoh= 1932 CL2 ph = 190 CL1- 0= 45 Vu max 272k I . - bw I Shear Check CL4 (*)2 ±[I 2 O(V— EON 11-18 i d 28.8 I Vumax < 998 k 998k >272k MAX SHEAR OK Shear Tie Design 'A t Tu tan O I T72(85Aoh) EON 11-21 At/s = 0.018 in2/in I 2Atls = 0.434 in2lft max spacing = 12 inch Av/s+2At/s min = 0.724 in2lft 2Atls actual = in2lft I Longitudinal Steel Design I =4Ph 'T, I A, s(tan a)- EON 11-22 A ) f ,r,, . EQN 11-24 I At= Al,min= 344 in2 max spacing 12 inch 879 in2 Longitudinal Steel Reduction (Section 11 5 39) '' ' I Mu = As reducable = 0.00 Mu = As reducable = 0.00 = As reducable = 0.00 I Mu Mu = I As reducable = 0.00 '34? >1 h'4 N ' 71 CULP &TA.NNER 190 JOB structural engineers SHEET NO. ENGINEER .__. DATE DESIGN OF 3, it 4sE c/ e Ilf T-.4 3. 71 ks &)(/t I 7'v's4WI : I ke1, / A/o1-If&ide' 94/ SLAB PROPERTIES: Column Type: Edge X Dim = 24.0 in Y Dim = 24.0 in Dim to EQS Y = 12.0 in Slab Depth = 30.0 in day9 = 26.0 in Prestress P/A = 0 psi 4500 psi LOADS: NW X 191 COLUMN PUNCHING Ver. 5.0 Job: Via Sat Ps Engineer: CJ Location: Grid D Cont Ftg Date: 11/8/16 Floor: Typ Gravity Col IN V= 338 kips Mu 169 k-ft Mu by flex = 101.8 k-ft B= 114.0 in As (flex) = 0.87 in Mu= k-ft MuYY by flex = 0.0 k-ft B= 81.0 in .2 As (flex) = 0.00 in SHEAR STRESS (ä CORNERS OF CRITICAL SECTION: v/4 = 0.131 ksi VU,BI4 0.131 ksi v,cI4= 0.110 ksi VD/4 0.110 ksi V u,m I4 0.131 ksi çL Shear = 0.75 IIVn =O.268ksi cK. i1 Grid D - Typ-Col - Punching5.0 192 Torsional Capacity of Concrete Members version: 1.5.1 fc = 4500 psi fpc 0 psi slab flange on none bw= 60 in CLI= 3m h = 30 in CL2 = 3 in shear tie size = # 4 0 i CL3= 3m bf = 60 in CL4 = 3 in Tu Toi d= 24 Vumax < 701 k 701k >123k MAX SHEAR OK Shear Tie Design At Tu tan e T2(.85Aoh)fy EON 11-21 At/s = 0.007 in2/in 2At/s = 0.168 in max spacing = 12 inch Av/s+2At/s min = 0.604 in2lft 2At/s actual = 1n2/ft Longitudinal Steel Design A1 =A,p,7 EON 11-22 A = - (A Phi, EQN 11-24 s(tan9)2 Al = 1.08 in max spacing = 12 inch Al,min = 6.21 in Lonaitudinal Steel Reduction (Section 11.5.3.9 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 Mu = As reducable = 0.00 20 21 Loads: BLC 1, Dead I SK-1 cJ Grid D/1 123 Cont Ftg Nov 8, 2016 at 10:35 AM ViaSat PSI Grid D_1 1-23 Cont Ftg r3d ) ( I?) 13) 14 1 17 1J 20 7--57k 1~57 7, 5T x () -ilk Loads: BLC 2, Live Load — — — — — — — — — — — - — — — — — — — iLI . . , .....-.. 386f i) 21 22 UflIIJJ JJT [[[IIii{fFPLThEiULUI]UIiIUJfflJJ]IThflEfl1ftLLwJjII[Illnmj±Tfftwfti[wjJnu[[1JHJJ1 fl4k Loads BLC 3. Seismic Load (Lat A) . . * SK3 CJ Grid D/1 1-23 Cont Ftg Nov 8 2016 at 10:36 AM ViaSat PSi Grid D_1 1-23 Cont Ftg.r3d 14 1 19 (o 21 1 Ll I I I 1 111111 {1 flU I [Iii [{ilfllfl IIJJ1]J mnnin]L1nJTuuDnJUhIn1rBtianurnTraftt1JjjIaLffnjm Loads: BLC 4, SeIsmic Load (Lat B) _______ SK-4 CJ J Grid D/11-23 Cont Ftg Nov 8 2016 at 10-36 AM- ..................... [aSat_Psi - _______ Grid D_11 2300ntFtg r3d — — — — — — — — — — — — — — — — — r . A Job I E C H N U L 0 0 S ornp,any. Desicner Number Mod&Name Ci ViaSat Psi Grid D/ll 23ContFtg Nov 8,27 517 PM Checked By:_ Member Primary Data t L+ I hf. V i.,nf no- k)IY MyiL flinrPi.l. 1 Mi Ni I N1 90 RE36X72 Beam -----None gen_Conc4NW;. Typical 2 M2 N2 I N3 L_9_ RE36X72 1 Beam None gen_Conc4NW Typical _I M3 N3 N4 1 90 RE36X72 a None 9en_Conc4NW Typical 4 M4 N4 N5 !._9Q. RE36X72 Beam None gen_conc4NW Typical 5 MS N5 N6 ' 90 RE36X72 k Beam i None i qen_Conc4NW Typical 6 1 M6 I N6 N.7 90 RE36X72 Beam None n_Conc4NW Typical 7 M7 N7 N8 .9.0._ RE36X72 Typical .__ M8 _N_ 90 RE36X72 em None gen_Conc4NW Typical 9 MY NO N 190. —__RE36X72a ______None geri_Conc4NW Typical JQ_ _MIQ. N10 Nil 90 RE36X72 _B ________None Igen_Conc4NW1 Typical 11 _j41_ Nil I_N12 90 1 RE36X72 _.Beam None genConc4NW1 Typical 12 M-1.21 N12 N13 90 - RE36X72 Beam None }gen_Conc4NW1 Typical 13 M13 Ni3 .N14 90 RE36X72Beam None Den Cc Typical i4 M14 Ni4. N15 90 RE36X72 Beam None geriConc4NW Typical 15 1 M15 N15 N16 90 RE36X72 Beam None gen_conc4NWTypical 1.6 I M16 N16 N17 90 RE36X72 Beam None 1genConc4NW, Typical 17 1, M17 _N17 N18_ 90 RE36X72 Beam _None gen_Conc4NW Typical 18 M18 Ni8 N19 90 RE36X72 Beam None gen_Conc4NW Typical 19 M19 N19 1.9._N20 90 RE36X72 Beam None genConc4NW:, Typical 20 M20 N20 N21 90 RE36X72 Beam None qen Conc4NW Typical 219 M21 N21 1\122 J 9 90 RE36X72 Beam None qenConc4NWTvpical 22 M22L _N22_ N23 1 90 RE36X72 _C6nd4NW Typical 23 M23 N23 - N24 ] 909 L RE36X72 Beam None -- QenConc4NW 9 ---:Typical 24 - M24 N24 N25 90 RE36X72 Beam None gen_Conc4NW Typical 25 1 M25 N25 N26 1 90RE36X72 Beam_None j genConc4NW_TypicL M26 N261_ N27 1 90 RE36X72 _!Beam None genConc4NW Typical 27 M27 .N27_ N28 - 90 RE36X72 Beam None genConc4NW_ygjal 2& M28 _N2 N2'J 90 RE36X72 Beam None : gen_Conc4NW Typical 291 M29 N29 N30 90 RE36X72 Bearn, 77. None .gen_Conc4NW Typical 301 M30 1 N30 N31 - - -. 90 RE36X72 Beam None gen_Conc4NW Typical 31 M31 I N31 N32 90 RE36X72 I Beam . None gen_Conc4NW Typical 32 M32 I N32 N33 90 RE36X72 Beam. None I gen_Conc4NW Typical 33 M33 N33 • N34 90 RE36X72 Beam None gen_Conc4NW TV.Dical 34 M34 I N34 I N35 90 RE36X72 Beam None genConc4NW. Typical 35 M35 i N35 N36 90 RE36X72. Beam ..None gen_Conc4NW Typical 136 M36 .1 N36 N37 90 RE36X72 Beam No h,6 W genConc4N; Typical 17 M37 I N37 I N38 901 RE36X72 Beaml None ge2Conc4NW Typical F M38 I N38 N39 90 RE36X72 Beam None gen_Conc4NW Tyoical . 139 M39 N39 N40 90 RE36X72 Beam None gei_Conc4NW Typical 40 M40 ! N40 I N41 90 RE36X72 Beam None • genConc4NW . Typical 41 M41 N41 I N42 - 90 _RE36X72.•gen_Conc4NW Typical 42 M42 1 N42 N43 90_____RE36X72 Beam..None gen_Conc4NW__-Typical _.43 M43 N43 N44_I .90 _RE36X72 Beam • None gen_Conc4NW,Typical 44 M44 - N44 N45 I 90 ___I _RE36X72 m_ Bea_None gen_conc4NWTypicl 45 M45 N45 N46 _._L_.9Q_J_.E36x72 Beam - None 'gen_Conc4Nwjypical 46 M46 N46 N47 I _RE36X72___-Beam__ None, ___gri_Conc4NW _Typical L47L_M47_N47 I N48j I9Q _RE36X72___iBe2rn None 1 gen_Conc4NWTypical ._4 M48 — _____N48______N49 1 90 ___1 ____RE36X72.___Beam_____None________gen_Conc4NW I_Typical 49 M49 .41 N50 J_L_0_.L._E36X72 i Beam ..None gen Conc4NWTpjl, Q_. M50 N51 90 RE36X72_________ Beam None i.Conc4NW._Typical 51 I M51 N51 _N52 -- I.90 - I RE36X72 Beam.] None cenConc4NW Typical _2.... M52 I N52 N53 I I RE36X72____Beam___None__gen_Conc4NW _Typical _. M53 • ]_N53 [ N54 !_. _90 ._J_I RE36X72 I Beam None gen_Conc4NW, Typical 4_1 M54 j N54 I N55 90___- RE36X72 Beam__None.-. (genConc4NW ____Typical 55. M85 1N55 6! 90 RE36X72 Beam None __igen_Conc4NWITypical I 56____I______M56__ N56 - N57Lj.._.90 . RE36X72 Beam_None___genConc4NW..Typical I I RlSA-3D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid D_11-23 Cont Ftg.r3d] Page 1 I I I I I r Company Nov 8, 2O118 A r p' p Designer CJ 5:17 PM Job.Numbe ViaSat PSi Checked By:_____ 0 I 0 0 IL S. Mode Jane : Grid D/1 1-23 Cont Ftg Member Primary Data (Continued) I In V Irnt Pntntardp SO.&TnAiShade• TOé:an Lst Material .OignRtL 57 M57 N57 I NSB .1 90 RE36X72. Beam I None genCcflc4NW lynical 58 - M58. . N58 I j59 90 RE36X72 •. Beam None enoncN Typical 59 1 M59 N59 N60 .90I RE36X72; i Beam. None gen_Conc4NW Typical l 60 1 M60 N60 1N61 90 RE36X72 Beam None gen.Conc4N! Typical 61'M61 N61 N62 - . 90 RE36X72 Beam None Typical 62 M62 N62 f_N63 .. 90 - RE36X72 Beam None ger9nc4NWTypiLj 63 M63 NJ N64 90 E72 Beam None Ni[Lp1cL, 64 M64 N64 I N65 90 1 RE36XBe am , NonegenConc4NWTypical 1 65 M65 N65 ...90 E36X7 _ 66 _M66 N66 N67 .. 90:. RE36Z Beam None genConc4N. Typical 7 - M67 67 NRE36X72 ._. 90, !-Bearn None gcn_Conc4NW _Typical j 68 M68 . . ____N68 N69. . 90 RE3&X72. Bearn - None gen_g,pnc4NVyg1cal: 69 M69_ N69 N70. 90 I RE36X72 "Beam None genConc4NW_Typical t70 M70___. N70 N71 ,. 90 RE36X72 Beam _Npne gen_Conc4NW ypicaI [77iiM71, N71 N72 9j RE.36X72 72-MZ2 N73 I _________,. 90 RE36X72 Beam _Np_n_00ncIJyQiCal 7 73 M73 I N73 1 N74 90 1 RE36X72 Beam None 'gen_Conc4NW: Typical _ Typical 74 W4_ N74 N75 90 RE36X72. Beam pn p,n_C0n04NV 75 i N76 I Beam None gen_Conc4NW JIcL 76 _M76 76 N7 90 RE36X72 None _genCoW —Typical 17 N7 N1 90 E36X72 _. mNone çNW_i,ypicL,. 8 _M78 N78 _N79_I.._90 j, RE36X72 Beam None__$flCo2 NW Tv,p1pL' L79 L. M79I ±NZ91N8Q . 90 am 90__j RE36X72 Beam e__Conc4NW: TyplcaU '80 _M80. .. _N81 ___N80 81 M81 N811N82 ,9Qj .,E36X72 _Beam ..pn gen_Conc4NW Typical 82 M82___LN82 N83 ______ 90 - RE36X72 Beam None F-8-3 M83 _LN83 N84 90 RE36X72., Beam r84'M84 _9Q__ji2BeamNone gen_Conc4NWTypical N84 N85 85 4L RE36X72 Bem.p. None YIvLQL. 86 M8 .N86 N87 1.90 RE36X72 Beam—, None genCoftp4NJypjCat 87 M87 N87 N88 90 .. RE36X72 l Beam nB_coflc4NwiYPlCal 88 MSB N88 N89 .. . 90 :RE36X72 1:Beam None Typical 8g M89 N89 N90 90 . RE36X72 ___ Beam . None enConc4NW _genConc4NW__Tyocfl Typical Q t M90 N90 N91 90 RE36X72 __Beam .,_None L1 M91 Nql.. N92 90 1 RE36X72 I Beam_t_None _gen_C6nc4NW_Typical _1 92 M92 __.., N92. N93 90 . _.. _.RE36X72 : Bei None, gen_Conc4NW Typical 93 M93 N93 N94 90 . .RE36X72 Beam None __genConC4N :yppa 94, M94 N94 N_ 90 RE3QX60 Beam_I____None __genConc4NW I_Tyocal - 95, M95 _.. N95 NJ Q,. RE30X60 Beam I_None TypipL' 96 _M9_6 N9_ N97J 90 96 RE3OX6O Beam ______None_____eftConc4NW Typical 97 M97 N97 N981 90 RE3OXGO _,,eam Nop 9eC4 Typical M98I' N98 N99 I 90 1 RE3OX60 __Beam _None ign_COflC4NW __Tynical 99 _M99 N99 N100 90 RE30X60 . None __;.gerLConc4NWtTyPiCal - 100 _Ml 00 NlOO Ni 01 90 RE3OX6O Beam _None ___QerLConc4NW_TypicL 101 i -M101 N101 N102 90 RE3OX6O Beam _None _0flgèflCOnC4NW 1 Typical 1 _:gen_Conc4NW,_Typical 1021 M102, N1Q2J_N103 . 90 .RE3OX6O Beam 1031 M103 I N103 N104_. .1 90 _RE3OX60 Begj, None genConc4NW1 typical '104 M104 N104 N105 90 RE30X60 m None gen,,,Conc4NW Tyolcal 11051 M105 _NiD5 N , 90 RE3OX6O. Beam None genC Tpical 06' M1D N106 N107 ,Q RE3OX6O Beam jjone eConc4NTyOical - iO7 M107 N107 N108 J9L RE30X60 1081 M108 N108 1 N109 . -. .1 .90 i RE3OX60 Beam None gen_cW Typical I 109 M109 N109: N110 90 RE30X60 Beam ._None efl_ConCN\i TvpicaL4 110 M11O N110 1 Will : 90 1 - RE30X60 ..None 1 gen,Conc4NW Typical L1itL M11t i _ Nih 90 - RE3OX60 ,H- Typical 1 '112 1 M112 }_N112 N113. I RE30X60 j Beam i .. None genConc4NW,Typical 1 11M113J N113 N114 J_. 90 RE3OX60 I_Beam I. None e0_C:i"4MW Typical I RISA-3D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid D_i 1-23 Cont Ftg.r3d] Page 2 I Compai.y I 190 Designer : J Nov 3, 2O 5:17 PM Job Number : ViaSat PSi T H N 6 Model Name .GdD/11-23 Cent Ftg Checked By:_____ I Member Primary Data (Continued) V L: 1- I t 4rtil flkin PI T L114 M114 N114 N115 90 RE3OX6O Beam None genConc4NW TypL [115 M115 N115 N116 90 1 RE30X60 --,,,,,Beam • None gen_Conc4NW IypjaJ 116 Mi 1T Ni 16 Ni 17 - 9ó öX60 Beam None genConc4NW Typical1 M117 N117 N118 90 None genConc4NW Typjç.pj 118 M118 N118 N119 1 90 1 RE30X60 Beam 4 e genConc4NW 1 Typical 11 9_1 M119 N119 N120 90 RE30X60 Beam None ge a2 4Nij.ypIcaL 1 120 M120 N120 1 N121 1 90 RE3OX60 _giL None gen_Conc4NW Typical 1 121 M121 N121 4122 1 _ 90 RE30X60 Beam None gen_Conc4NWTypjç[j 12 M122 jN122 N123 90 7 RE30X60 Beam None gen_Conc4NW Typical 123 124 M123 M124T N123 N124 N124 N125 I9O 90 RE30X6 RE3OX66 Beam Beam None None gen_Conc4Nypcal genConc4NW •Tyoical 1125 Ni25 J_.li2 90 RE300 Beam None genConc4NW, Typical 126' M126 N126 N127 1 ,90 RE3OX60 Beam None qen Conc4NW Tyoical. 127 M127. N127 LN128 J9 RE306L Beam : None genConc4NW1ypjçl 128 M128 N128 I N1 9 I 90 ..RE30X60 . Benj None .gen_Conc4NW Tyjç 12 M129 N29 _N1Q_ lgo RE30X60 Beam _None gen_Conc4NWL Typical 130 _...Mi30I __Ni3O _N131 . _9Qf RE3OX6O _Beam .None genOonc4NWTypicaLJ 1311 M131__N11_N132 90 f - 30X60 Beam None Conc4/ Typical 132 ___Mi32 I N132 _N133 90 1 RE3OXGO __Beam __None _gec4iypjcal 1_Mi33_N133 _N134 90 RE3OX6O ___Beam _None nConc4NW.T ,picaL 1 , 341 M134 1\11 34- N135 90 RE30X60 Beam None gec4NW Typical 135 11 M135 N135 ,. 90 _30 Beam None gen Conc4NW Typical M136, N13 N137 90 RE3OX6OBeam None gen_Conc4NW _Typical 137 M1L_,.Ni37_Ni38 90 RE30X6O Npiio._ gen_Conc4NWTypjcal 138 M138 N138 N139 1 90 RE3OX60 Beam None _gen_Conc4NWT,ypjcLi 1391 M139 1 1 _N140 i 90 . RE3OX60 Beam None genConc4NWTypLcal 140 ........M140 _N140 _Ni4ii 90.RE3OX6OBeam,_None __gen_Conc4NW Typical 1411 142 ___..:Mi42 M141 N141 N142 N142 _N143 i j90. 90 .. _RE30X60 .R'E-'0X60_ Beam Beam 'None None QW_Typical _'genConc4NW _TyQjçpL_ 143 _M143 N143 _N144 90 RE30X60 Beam None .genConc4NWITypjc[I .i4±L._' M144 , N144 N145 90 RE3OX6O B4pi_jJone 'qc'n Conc4NW Typical 145 146'M146 M145 ,J\Jj,4_Lj\i146 , N146 1. 147 _.N 90 90 1 , 1 .. , RE30X60 RE30X6O Beam Beam , None None genConc4NWTypical genConc4NW', Typical '147 M147 .N147 I N148 90 RE30X60 Beam. None genConc4NW Typical I 148 M.148 " Ni48 N14.9 ' .. 9.b RE30X0 Beam, . None genCotc4NW .T.ypicaL.:. 1491M149 N150 90 _RE3'0X0 , Bea .None 0921 Typica,! 1 150 M150 N150 N151 , - . 9 RE3OX66 , Beam .tone.:I.. genonc4NW1: Typical 151... M1.51. N151 .N152' . 90 RE3OX60 Beam None gen Conc4NW E Typical 152 ' M152 N1 52 . N1.53 .... . 90 RE30X60 , Beam None 'genConc4NW!Tyjcal r153, .M1fli53 N154 '..90 RE3OX6O BeL_None gen_Conc4NWi_Typjcai 1541 M154 N154 N155 90 RE30X60 , _Beam ,None _.gen_Conc4NW _Typjcal'l 1551 M155 1 N155 _N156 ' 90 RE30X60 Beam None , genConc4NW Typical 156 1 M156' I N156 N157 1 1 90 .RE3.0X60 Beam , None .genConc4NWI Tyoical 1571 M157 N157 N158 1 90 RE30X60 1 Beam None gen Conc4NWI Typical 1581 M158 N158 N159 I 90 RE3OX60 Beam None gen_Conc4NW, Typical 159 M159 N159 N160 90 RE30X60 Beam I None g_C9nC4NVIJ_ypical 160i M160 N160 N161 90 RE30X60 i Beam None pen Conc4NW Typical it M161 N1.1.... N162 90._ RE30X_ ,Beam None _99onNWTypical 162 _M162 N162 N163 90 RE30X60 1 Beam None I gen_Conc4NW TYQIpaIl 163 : M163 N163 N164 90 RE3OX6O .Beam None gen_Conc4NW Typical 164 M164 Ni64 N165 ' 90 RE3OX6O Beam None geriConc4NW Typical 165 M165 N165 1 N166 90 -RE3,0X60 ,Beam None genConc4NWl Typical i66 M166.. N166 1 N167 90 1 RE3OX6O 'Beam, None gen_Conc4NW TyDical 167 M167 Ni67 N168 90 .RE30X60 Beam None pen Conc4N[ypjcai' 168 I M1.68 N168 I N169 90 ... 'RE30X60 i Beam, None pen_Conc4NW i Typical.. I 11-69 1 I _M.169 N169 I N170 90 RE30X60 Beam None pen Conc4NW Typical. 170 I M.1.70 I Ni70 N17i 90 0X60 Beam None .genConc4NW, TyDical I RISA-31D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid D_11-23 Cont Ftg.r3d] Page 3 Company f' p. Nov 8, 2090 Dèigne : cj n: j 4J obumber : ViaSatPS1 17 PM Checked By: N 0 iteNarne :. Grid D/11-23 Cont Ftg Member Primary Data (Continued) .1 hI 1 V V. ltn+ f-0,4- T-96 171 M171 I N171 N172 jRE3OX6O Beam None genConc4NW, Typçj I 172 ._•,.M172 N172 N173 90 RE3OX6O Beam None genConc4NW. Typical I [1731 M173 i N173 N174 90 L174 M174 1 NI14 .N175 J. 90. RE3OX60 Beam None genConc4NW Typical 175 M175 N17.5 N176 I 90 RE30X60 . i Beam i None gen_Conc4NW Typical Iiz 4176 i 4176 .N17_ 9.0 Ii RE30X60 Beam None, genConc4NW Typical 177 M177 N177 j N178 90 RE30X6 m_None en Conc4MA/1 Typical 1118-- M178 N178 1 N179 .. .. 90 .. RE30X6O . Beam None genConc4NW Typical JiQ M179 N179 N180 90 .RE3OX6O •Beam None gen_Conc4NW Typical .1801. M180 1 N1.80, N181 ..90 RE3OX6O _Beam _None _genConc4NW_ypicj 13: M18LJ_N11.. N182 .90 1 RE30X60 __Beam _None _gen_Conc4NW Typical j 182 M182 _N182 N183 .90 I RE 0X60 _Beam _None _genConc4NW _TypicalI 183 M183 _N183 N184 ______ 90 RE30X60.BeamNone gen_Conc4NWTyai .184 M184 _.N184 N185 1 90 •.RE30X6O ..Beam None _gen_Conc4NW Typical J 185 M185 N185 90 .R3O)(60 gen _ConC4NVV, Typical 186..M186 :N186 N187 90 RE3OX6O _Beam;None _genConc4NW _Typical 187 _M187 1&. 90 RE0XQ Beam gerLCor.c4NW_Typical M18IN188 N189 90 RE30X6O _Beam _None _genConc4NV-1 _Tyoical 189 jJjJ189 Ni.90 .... 90 . RE3OX60___Ba one _genConc4NWTypjl 1 ...M190 _Ni N191 ._....._... 90 _0X60 jam _None gen Conc4NW __Typical .191 M191 _N191 N192 90 RE30X60 Beam None !gerLConc4NW.]4l 1192-1 M192 _N192 N193 1 Q _EQX60 Beam None _gen_Conc4NWTyoiçLj 193M193 N193 _N194 90RE30X60 Beam None genConc4NW Typical _194. M194 _N194 Ni.95 '," 9O E30X60 Beam __None gen_Conc4NVJ _Typical 195 _____M195 jij95. Jj196.. - ,RE30X60 BeanNone gen_C6nc4NWTypical 1961 M196 N.196 N197 . ._90 RE3OX6O__ Beam _None _gen_Conc4NW'Typ71ca1 197 _M197 I N197_. N198 __. 90 . RE3OX6O ____BeamLNone genConc4yjpjcal 19 M198 1N198I N199 RE3OX6O __Beam _None__genConc4NW _Typical _I 1991 M199 N199f_N200 JQOI RE30X60 Beam i None gen_Corc4NW Typjp 2001 M200 N200 N201 190 RE30X60 i Beam None genConc4NW Typical 2011 M201 N201 N202 .. I_. 90 1 RE30X60eam None g,en_Conc4NW Typical I lzuzl M202I_N202 ._N203 E 90 I..RE3OX6O________ Beam _ None __._gen_Conc4NW __Typical_..I 2031 M203 N203 N204 90 RE30X60 Beam None gen Conc4NW Typical 204T M204 N204.' N205 90 RE30X0 _Beam __None .g,en.Conc4NWTVDiC 12051 M205 N205 N206 90 RE30X60 rBeam 1 None g,en_Conc4N Typical I20.6. 1 M206 i N206 N207 90 RE3OX6O Beam None geriConc4NW Typical I 2071 M207 ,N207. N208 .. 90 RE30X60 Beam None qen Conc4NW Ty jal I208 M208 N208; N209 .: ... 90 1._RE3OX60 . . Beam '.Non8 g,en_Cqrc,4NW Typical 209. M209 N209. N210 . 90 RE3OX6O Beam I None [gen_Conc4NW Typical. 210 M240 N21O: N211 I 90 I RE30X60 .I Beam I None genCon c4NW' TYP 1c, I211 M211 - N211 N212 , 90 1 RE30X60 Beam None gen_Conc4NW Tyóical 212 M212 N212 N213 90 RE3OXÔO Beam None genConc4NW Typical 213 M213 N213 N14. 90 ' RE30X60Beam , None gen_Conc4NWTypJp ..2141 M214 I N214 N215 90 RE3OX60 . Beam _None genConc4NW!Typical _21._......... JI21j 90 RE30X60. Beam None en_ConcTypical M216 N216 I N217 I 90 1 RE3OX60 Beam None 'gen_çonc4NW Typical 2.17 M217 N217 I N218 3 90 RE3OX60 , Beam None gen_Conc4NW Typical 2181 M218 I N218 I N219 .. 90 RE30X60 I Beam i None genConc4NW Typical 2..i9 ,M219 , N219 N220 . 90 RE30X6Qaa None gen_Conc4NWjjtpjcal 2201 M220 N220 I N221 ._'......90 1 RE30X60 Beam! None genConc4NW 221 1 M221 N221 I N222 1 90 RE30X60 Beam None genConc4NW. Typical :2221 M222 j_N222 N223 90 E30X60 Beam None gen Conc4NW: Typical L2a M223 N223 N224 90 RE3OX6O Beam None gen_Conc4NW Typical 122 M224 N224 [ N225 " 90 1 RE3OX6O I Beam I None gen_Conc4NW, Typical 2251 M225 N225 L_N226 I ,1 90 1 RE30X60 Beam 1 None gen_Conc4NW, lypicat. L226 M226 I N226 I N227 90 RE3OX60 I Beam None gen.Conc4NW Typical LI M227 1_N227 .[ N228 90 I RE3OX60 . .1 Beam I None I gen...Conc4NW Tyoical j RISA-31D Version 14.0.1 [GA ... \ ... ENGlNEERlNG\Design\Ftgs\Cont Ftgs\Grid D-1 1-23 Cont Ftg.r3d] Page 4 I Corhany I r ' , De&gner• : Nov 8, 20W1 : 5:17PM Job Nu ber ViaSaiPSi N Model Name God D/11-23 Coat Ftg Checked 8.____ Joint Boundary Conditions: F" Company : Nov 8, 242 Designer Ci :5:17 PM Job Number ViaSatPS1 E m"u L u r e s Mode' Name : Grid D/11-23 Coat Ftg Joint Label XIkliai Y1inL_ Ztkljfll. XRotJk-ft/ad1 YRot.k-ft/rd1 ..2:RaL11k,-1 L 57 N57 I CS86 I 58 N58 CS86 59 N59 CS86 ,J• 60 N60 i GS86.. . 61 N61 .. . I CS86 I 62 N62 I CS86 . . . N63 64 N64 . ,N65 . CS86 1 ,~65 CS86 66 N66 . CS86,- 87 N67 . CS86 68 1 . J68 . . .. . CS86 .1 70 1 N69 . N70 . .... S86 CS86 . IL N71 CS86 72 N72 . ........ N73 CS86 73 _______ CS86 4. .N74 CS86 I 75 N75 CS86 16 CS86_,_-- 77 N77 CS86_ 78 N78 ._CS86 .. -. ,. 191 N79 CS.86 801 N80 ., CS86 1 8.1 82T:J%182 N81 TiSa6iii CS86 83 N83 t. __CSB6 84 N84 t. CS86 85 N85 ....N86 CS86 86 .._.... CS86 L. N87 . CS86 88 89 N89 _. . CS86. 90 .N90. CS86 i 9L N91_ CS86 N92___.. .. C886 .. _.,. _.. _91 N93 [CS86 94- ... __. . N94 N95 .,,CS72 96 N96 ._._. .CS72 97 198 _jj97 N98 •I_., ____ C872 99 N99_L CS72 100 WOO 101 N101 CS72 102 N102 CS72 I 103 N103 CS72 1 104 N104 _CS72 . 11051 N105 CS72 . 1061 N106 CS72 1107 ,N107 _... - .CS72 108 N108 CS72 . _., 1091 N109 CS72 .1101 Nib___. lit ...N111 .. CS72. .CS72 .. .jj N112 CS72 . . .,. .113 N113 . CS72 RISA-3D Version 14.0.1 [G:\..\ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid D_1 1-23 Cont Ftg.r3d] Page 6 Cömpary Desner . Nov8,2OP3 r Job Number Wisat PSi Eh PM I H L Es Mod. T, : GdD/11-23 Cont Ftg Joint Boundarv•Cohditions (Continued) . Joint Lbet X [k/in V flclinl LkJn1 _iJft11 V Rc 1k ft/radl Z ot k M?L 114 N114 N115 __________tCS2. .116 1 N116 ::j......::___CS72 N117 _. . _ ..CS72 i18 .N118.............. .. _ .CS72 11.9 N119 .. ..CS72_ i...............N120 11 N121 ,. CS72 CS72 1 22 ______________ 124 N124 CS72 :i25 _._N1.25 T .. CS72 127 .N127 . .0S72 128 N128 CS72 .M19 . ..CS72 ....N130_._....:.CS72, N131. _... CS72 N132 CS72 133 N133 . CS72 1M :. N1541 CS72 N135 . ..._,CS72 N136 CS72 :11.371 N137 CS72 N138 ._ N139 I..CS72 I 1391 . ....... 1,401 14140 . __.I..CS72 _CS72 141. Ni4i CS72 ... _.i ... ... __ .. .142. Ni.42 ............. N142 . .. CS72 ., ... ......... .• N143 . f CS72 .44 :... CS72..........:.1i......................... 1.4 N145 . CS72 -146 . ________.:1_. :................. 147 N147 ..N146................CS72 . CS7.2 ..... 1 148. . N148 .. .. .. CS7Q, ... .. T....(...... .CS72 150 ..N150 .....CS7 ... . . ... . . . N151 CS72 iZ N152 CS72 153 .N153 CS72 . 1.4. N154 CS72 ______________________________ 155 N155 CS72 4561 N156 : ...0S72 157 i N157 0S72 N158 CS72 1159 N159 CS72 1-60 N160 CS72 : ii N161 CS72 N12 CS72 163 N163 CS72 1641 N164 _- .... 1 N165 .:CS72 1,65 . . _CS72 ...CS72 1.67 N167 N166________. ...._I CS72 168. N168 0872 159 . CS72. Al ..N170 :........ CS72:.:..++.+ .. 1 RISA-3D Version 14.0.1 [GA ... \...\ENGINEERING\Design\Ftgs\Cont Ftgs\Grid D_1 1-23 Cont Ftg.r3d] Page 7 r company Nov 8, 20 204 r ' p DesiWler : CJ 5:17 PM Job Number : ViaSat psi Checked By:____ E 6 0 N 0 L 0 0 ModetName Grid D/11-23 Cont Ftg 1 Joint Boundary Conditions (Continued RISA-3D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\FtgS\CO1lt FtgsGrid D_1123 Gont I-tg.riaj vage o Joint Loads and EnforcedDispiàcements (BLC I Dead Load) Joint Loads and Enforced Displacemflts 4BLC 2 Live Load Joint Loads and Enforced rDisplacements (BLC 3 Séisrnic Load (LatA)) I Company Nov 8, 20205 p Designer CJ 517 PM I dr iobNurnber IiatPS1 Checkd E:,.0 H N O~L 0 G I y; Modet Name Grid OIl 1-23 Coot Ftg Joint Boundary Conditions (Continued) 7 fl, f.$ C/-41 V E?,m 11..ftIrfl 7 Pnt kMfrd1 .B asic Load Cases - I I') M Oh'ection Mãonftudt(kk-ft). (ih:d). (.. N13 L Y . 386 N31 L Y -64 (j 3 N67 L Y 64 4 1 N85 L Y -3&6 .Joint Loads and Enforced Displacements (BLC 4 :$eismic Load i'Lat B)) RISA-3D Version 14,0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Cont Ftgs\Grid 0_1 1-23 Cont Ftg.r3d] Page 9 Company . p designer : CJ Nov 8 2 06 Job .Number : VaSat PSi 5:17 PM E H N 0 tOG e.• M10001 Name : G.D/ll-23 Cont Ftg ChekedBy: 'I Joint Loads and Enforced.Disø!acements (BLC 4 :Seisniic Load 'Lat B)) (Continued) II n AA Aitrlif!k fin rw.,'i f 3 N67 L. Y -64 4 N85 L Y 1 386 Load Combinations ..l t ' D! f.-. 6i'C QItC,, DI f-, QItC. It' I1' 1 6r LL ftiP TiLiITh IiiiiIT L± __ 2 DL+LL+0.71EQ(LatA)!Yes1 Li -111 112113.71 3 4DL+LL+071*EQ(LatB)Yes1 0.9*DL0.71EQ(LatA).lYesi - Y -.9! 1 1 1 .9 1 1 2 3 14 .71 509*DL0.71EQ(L 3tB)Yes1 Y -.9!1 9j 1 4:.71_ .__i 1.2*DL+16*LL lYos! i L-Yt211 1.212 11.6 7 1.35*DL+LL+0.9EQ(L4Yesl y 1.35 1 f1.35 2 1 8 075 DL 09 EQ (LatA) Yesj y L 75: 7T 1 3 I 9 jt35DL +LL +0.9*EQ(L..LYes Y i-1.35i 1 HL2 ii._41 10...10.75*DL0.9E.Q(Lat...B)!Yes Yi_.75!__1115.1 4 _..9 I RISA-31D Version 14.0.1 [GA ... \ ... \ENGINEERING\Design\Ftgs\Corit Ftgs\Grid D_1 1-23 Cont Ftg.r3d] Page 10 Loads: LC 1, DL+ILL Results for LC 1, DL + LL V-direction Reaction Units are k and k-f SK - l cJ Grid D/1 1-23 Cont•Ftg Nov 8, 2016 at 5:24 PM ViaSat PSi Soil Bearing Grid D_1 1-23 Cont Ftg.r3d 4) t I [ I ______________________________________ 1 1 21 21 2i 21 21 21 20 20 20 20 20 20 20 20 20 20 21 21 21 21 21 .20 20 2C 20 19 19 19 17 1 i 6 16 16 18 16 16 16 16 15 15 15 5 11 ~ 15 15 154 L I 15 15 16 16 161 - - - - - - - - - - - - - RP - ftT744If fl 1. t t fl ft tttf•.1t 51515151515151515151515151616161616151515151515151515 1515151516161616161515151515151515151515151 - - ~ 3 16 16 16 16 16 15 15 15 15 15 15 15 Loads: LC 1, DL + LL Results for LC 1, DL + LL V-direction Reaction Units are k and SK-3 C CJ Grid D/1 1-23 Cont Ftg Nov 8, 2016 at 5:25 PM ViaSat PSi Soil Bearing Grid D_11 23ContFtg r3d 263i 23 + ffl1+1 1 ..... 11Th 5 15 15 15 15 15 15'15 15 15 15 16 16 16 16 16 16 ThTh 15 15 15 15 14 14 14 14 14 14 14 14 14 14 14 14 14 13 13 13 12 12 12 11 11 11 10 10 10 Y ViaSat PSi Soil Bearing Grid DJ1 23 Cont Ftgr3d LLX ads: LC 2, DL + LL + 0,71*EQ (Lat A) .suits for LC 2, DL + LI.. + 0.71'EQ (Lat A) direction Reaction Units are k and k4t SK-5 Grid D/ll -23 Cont Ftg Nov 8, 2016 at 5:26 PM Grid D_1 1-23 Cont Ftg r3d 14 :1 20 20 20 20 20 0 20 20 21 21 21 2 22 23 3 3 24 24 Loads: LC 2, DL + LL + 0.71*EQ(LatA) Results for LC 2, DL + LL + 0.71 TO (Lat A) V-direction Reaction Units are k and k-ft cJ ViaSat PSI Loads: LC 4, DL + LL + 0.71*EQ (Let Results for LC 4, DL + LL + 0.71 TO ( cJ iaSat PSI cJ ViaSat PSi - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 7 q5 : i4r4' CcJ I d325 A z 4 ____ •1 I -523.2k .4'28 4392kj 24 25 '26 A1' 4 2' W3%f2ç); 1IT TI 25 25 25 25 26 26 26 26 26 26 26 26 26 t I I I I [ I 25 25 26 2 2 2Q 26 2b 26 26 .25 25 25 25 24 20 20 21 21 20 20 20 20 19 19 19 19 19 19 19 - - - - - - - - - -. - - - - - - - hLj 9c Apt T71 M c .1 'i? ____ -- -338.4k -338 4 -338.4k -338.4k 7-1 AL A A L, A A-k-A 'k I A-A A A A k --T A, A, . ........4 1.................. A A m m m ..... .... .... . 19 20 20 20 20 20 20 20 20 20 19 19 19 19 19 18 19 19 19 20 20 20 20 20 20 20 20 20 19 19 19 19 19 19 19 19 19 20 20 20 20 20 20 20 20 20 19 19 19 19 1 9 1 9 1 9 1 9 1 9 2 0 2 0 2 0 2 0 2 1 2 0 I4?y P1 1 T . ¶3K -15 CJ Grid D/1 1-23 Cont Ftg Nov 8, 2016 at 5:28 PM ViaSat PSI Ult Soil Bearing Grid Dli 23 Cont Ftg r3d t 5:29 PM Ftg,r3d - - - - - - - - - - - - - - - - - 1 25 LA A.AA.:AAA.kAA LL L1 I 4 426 26 27 27 4 28 28 29 29 30 30 31 31 32 32 33 34 35 -802. 65 38 39 40 40 40 40 41.4.J....4..L1.. J.. .. .. .... 4 41 . 28 27 27 26 26 25 25 24 24 23 23 22 21 21 20 20 19 19 19 19 383837363531 f Hi .J 4 1919191918181 1819191192O2O2O2Q2O2Q19 19 if) 9191)191)19i P.J. ViaSat PSI Grid DI1 1-23 Cont Ftg Ult....Sofi Bearing K-19 Nov 8, 2016 at 5:29 PM Grid D_1 1-23 Cont Ftg.r3d 16 at 5:29 PM I Cont Ftg,r3d Loads: LC 9, 1.35*DL + LL + 0.9 Results for IC 9, 135*DL + IL + V-direction Reaction Units are k a cJ ViaSat PSI Grid D/1 1-23 Cont Ftg Nov 8, 2016 at 5:30 PM \iaSat PSI Ult Soil Beating JGrid D 123 Cant Ftg r3d - - - - - - — - - - _ Loads: LC 9, 1.35DL + LL 4 0.9EQ (Lat B) Results for LC 9, 1.35'DL + LL + 0.9*EQ (Let B) Y-direction Reaction Units are k and k-ft CJ Grid D/1 1-23 Cont Ftg ViaSat PSi Ult Soil Bearing v Ex — — — — — — — — — — — — — — - _ )VW4 211 VC Vi. z 0, QW -25.1 -50.7 -78 -106.8-137.4-169.5-203.2-238.4.275 -312.8-351 7-391 . -09.2 -08.6 979 -110.j-1333-156.8-181.1 -206.1 -231 . l6lol9lQi,3lOO.6 . sa. ea. Member y Shear Forces ....................L.fl.:: . ;;...;:;;:;:::..4=........ . V:r..... ........... .-'---- SK-26 5 CJ Grid D/11-23 Cont Ftg Nov 8, 2016 at 5:57 PM ViaSat PSI Shear Design . Grid D11-23. Cont Ftg.r3d -50 79.2 66.6 54 41.5 29 7 .41.3 -88.2 -91.1 .116 •140.9-1688-190.7-215,6 -82.1 0.9 65.1 49.8 34 17.7 c- ( d Ll) flVC, A4 -166.7Il 312 554 1sz 13.8 4 58.9 Member y Shear Forces (k) (Enveloped) SK 28 - CJ Grid D/11-23 Cont Ftg Nov 8 2016 at 5:59 PM ViaSat PSI Shear Design Grid D_U 23GoritFtgr3d Grid D/1 123 Cont Ftg Shear Design - - - - - - - - - - _ - - 1.3 -117 -293 -471 -6 -1O1,7-129. -14C 8 27 7 78 -48 ',•ff 72A 63.5 46,0 37.3 - 6 37 .2.4. IU,O 116 3.2 -11.3 -28.6 -40 -66,6 .86.3 -104.3 Member yShear Forces (k) (Erveioped) LSK30 CJ Grid D/11-23 Cont Ftg Nov 8, 2016 at 5:59 PM ViaSat PSi Shear Design Grid D_1 1-23 Cant Ftg r3d — — — — — — — — — — — — — — — — — 7L bs'(e £44 (6.d5 /af—/Y) r/eY%4cf /f1' L) ~. Ole O 732 Z 73 Til A& 1 4 1v, or '?f[ A S ? c1'7a)w) 23 MIP 219 3 24.5 74.7 -nrrp il' tI ~ 70 $I -di ul2 -2515 2) -1008 -51.3 C 41y'/ F'ce pt, - 1.4 A Z/'-/J7'1 5I l1 f CJ Grid D/1 1-23 Cont Ftg Nov 8 2016 at 6:00 PM ViaSat PSi Flexural Design Grid D11 23 Cont Ftg r3d IL .6OD.2589,4- .493.9.409.2-299.8 16&7'31.3 95.,.14tm 9j9 -18.6 .161.J-292 .398.3-4480.1-637.8-571.. 2. 14 A CC Z Member z ijfnq Moments (k-ft) (Enveloped) cJ . ViaSat PSi -384.2 73 TT 7 94 -210 ( e Fc 41. 44fQ'1 )69.5-369.6-351.4-315.1-260.7- p -516.7 U .5259 -662;6 .7791f( Vote SK -34 Nov 8, 2016 at 6:01 PM Grid D11-23 ContFtg.r3d 'H /t4\.% levLt ve 4.v A 54 e LID .14 -220.6-244.3-250.e-239.3-211.6c 18 254 -1071-170.3-216.2-242 2W8 2417214 150'a 86,9 73 (/) & A.? 4 ,4 ? L -240.1 -228.2 -235 -105.6 -1896 -2152 -242.5 -251. 250-2426.169.406 -241 4 153.5 1535 89.8 Member z Bendt-ig Moments (k- (Enveloped) p. :SK36 ± CJ Grid D/1 1-23 Cont Ftg Nov 8, 2016 at 6:01 PM ViaSat PSi Flexural Design Grid D_1 1-23 Cont Ftg.r3d -II 11 243 I 4 5S1% -- '5 - I — I ; I .S , ,.' S - < >5 It It 40 Ikj L4 S4 - I _ -- -- ------ S \ / \ / . I I / — S.- ' , - .' .5 .5 •4• •$4 - I 'I$ • - -\ "- I - Iok 44 I zs lie I ) - c' +- :i •5% )I. 44 I - ç -t.-.- - IL $I © QL 5 -lk / ELZ NI We PWI -- TTTTTTT',. ) .Irf . . 0 0 0 0 r - o _ Si u ). J12 PW2 . - .. .-.-- N14 'U -------r--"- C9 ................ ( 0 0 ---,---. ( 'J - N3 Results for LC I, DL+LL I I I 9A R Company Nov 7, 21571 r H / Designer CJ 4:19 PM ' Job Number : ViaSat PSi Checked By: J T E € H N C L 0 G I E 3 Model Name Elevator Shaft Foundation Horizontal Project Grid Locations Vertical Project Grid Locations Label . . .. . ____________ in6reniéifl_[1 . .... 1 C.9 -10.5 2 . ... • 0 l I S/abs Làb& 'fli6kn6s0n1 Material- Loca&I.Mis'-AnoJeLdecj . 24.... Onc45OONW I Pedestals/Posts I 2hpl Tvt,,p Shñe flpinh ntp.AnnWrfpol . Hcihtflni Post 'CRECT24X24 NA NA :0 Stem Walls rt Pnrnt Pri,t T4khtflni flnbj1IdFi 1 .PWi N7... NB 12 1 2. .145 L2 PW2........• N9 12T 2 j45___ 3 . . PW3 Nil . N12 12- 2 .145 N14 . ----------T-- .145 Point Loads and Moments (Cat I : DL) ...Y _. 66 2 . Y ,. •• 14.... .......... Point Loads and Moments (Cat 2: LL) Line Loads and Moments (Cat I : DL) _• Point r'tinn ,tct Monitndp[k/ft k-ftLftl Pod t((kIft k-ft/ftl 1 N .d 1•T - 4.5 . 4.5.5 N7 N8 y.. 7 . .7. 3 _Nil Y . _j12 9,88 _ _988 . 4_N13___•. N.14 . . .• 988 9.88 Line Loads and Moments (Cat 2: LL) OIn , ,,,f ,sn ft 1,,nnth ,4L'/f+ kJilftl Pn, tr4fWR I ftft1 N7 N8Ji _.15 _2 N9 .N10 I Y .15 .15 3 N13 N14 Y .15 .15 4i Nil N12 Y .15 .15 Line Loads and Moments (Cat 42: ELX+Z) I RiSAFoundation Version 8.0.2 [G:\...\...\. . .\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 Line Loads and Moments (Cat 44: ELZ+X) Line Loads and Moments (Cat 45: ELZ-X) Area Loads (Cat I : DL) F Company Nov 7, AV r f Designer CJ 4:19 PM ' Job Number ViaSat PSi Checked By: T I C H N Q . . G I £ 3 Mode! Name : Elevator Shaft Foundation Line Loads and Moments (Cat 42: ELX+Z) (Continued) SirtPnint Pnfi Prnt Q 14 A +..,4.Wi4 1, 4+1;+1 flJ#4L 141 L1 I J 5.75 N7 N8 Mx . . 8-91 I:. 8.95 6 ,. N9 10..... -MX :. 2.3 . .. 2.3 J. N13 N14 MZ -3175 -31.75 8 Nil N12.1 M -3175 ..I 411,75 Line Loads and Moments (Cat 43: ELX-Z) RiSAFoundation Version 8.0.2 [G:\...\. . .\. . .\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 2 r Company Nov 7, 247 r'r p Designer : CJ 4:19 PM r Job Number ViaSat PSi Checked By: I T E 0 K N 0 L D G I S Model Name Elevator Shaft Foundation I Load Categories Point 1 oads Line, Loads: Area Lads _DL 2 ... 4 . 8 LL 2.. 4...... H.. Fm ELX+Z . 8 ELX-Z _. 8 5 ELZ+X 8 1.6 _ELZ-X _. ____.. a __... ___....:: ... Load Combinations I RiSAFoundation Version 8.0.2 [G:\...\. ..\. . .\Design\Elevator Shaft\Devator Shaft Foundation.fnd] Page 3 r r Company. Nov 7, A 0esner .: CJ 4:19 PM Job Number ViaSat PSI Checked By: N O• L , Model.Narne .: Elevator Shaft Foundation Design Strips Label RebarAnolefrom No. of lJesiOn Cuts: Diän Rilé. Li I DS1 0 25 Bev Mat Ftci Long Reinf 1 2 DS2 0 .25..........Ele.MatFtg LbnReinf L3 DS3 90 20 . 8ev MatQIrans Reinf 4 .DS4 . . 90 20... . Elev Mat Ftp Trans Reinf Liii DS5 .. .1 90 20 EIev, Mat .ftJrnsReinf Strip_Reinforcing Lbl tIC Ton Tnn P.~m £imirn.flp, Rot Rr RrI (•••• fl( •• (•••• fl iL668 #814in} DSI-X9 74 i2PIX2O 825DS1-Xi9. _2_ 2_.746 _#&d18in DS2-X9 _.685 _#8@18n _DS2-X20 _.484 _DS2-X20 3 ..0S3 .516 #8(~D l8in DS37X10.. _.563 _#8@l2in.DS3-X9 _.7_ DS3-X6 1_4. . __.,DSI_..._I_#8©18n DS4-X2__..736. ____#8@181n _..bS4X9___.532 _Ds4-x18: 5 DS5 __.384_#@iJiL... DSS-X14 __.856 _#8 12inlD$5-X7,.953.__DS5-X6 I RiSAFoundation Version 8.0.2 [G:\. ..\. . .\...\Design\Etevator Shaft\Elevator Shaft Foundation.fnd] Page 4 Results for LC 14, DL+LL+O.71*EQx_z (Lat A) 1SK7 cJ Elevator Shaft Foundation Nov 7, 2016 at 4:12 PM ViaSat PSi Soil Pressure Elevator Shaft Foundation fnd 1 Post: N5 250 Shape: CRECT24X24 Location: (0, 0) ft I 24 in 4 I Punching Shear Check Results Punching Shear Values - Unity Check .212 Vuy 91.284k Total Stress .043 ksi Location EDGE Mux 0 k-ft Øvny .201 ksi Gov LC 27 Muz 0 k-ft Punching Shear Geometries Effective depth 20.5 in LI along zz 46.25 in Polar Moment lxx 7.338e+5 inA4 Gamma xx .405 L2 along xx 44.5 in Polar Moment liz 1.121e+6 in4 Gamma zz I RiSAFoundation Version 8.0.2 [G:\...\...\. . .Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 I I I I 1 I I I I I I 1 I I I I I, Post: N6 Shape: CRECT24X24 Location (18, 18) ft Punching Shear Check Results Punching Shear Values Unity Check .471 Location INTERIOR Gov LC 18 Punching Shear Geometries Effective depth 20.5 in Li along zz 44.5 in L2 along xx 44.5 in 24 in 251 Vuy 345.967 k Total Stress .095 ksi Mux 0 k-ft Øvny .201 ksi Muz 0 k-ft Polar Moment lxx 1.268e+6 inA4 Gamma 4 Polar Moment lzz 1.268e+6 jA4 Gamma zz .4 I RlSAFoundation Version 8.0.2 [GA ... \ ... \ ... \Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 L-X-,z (77 N (N J (N (N U) (N U) -r------r----.,---_-.-.;---, (N (1) (N U) (N (N (1) C\ (1) (N co IN (N. (N I ( (J - . . C (N (N C CHO ii () ç) c n Lii) U) I) Cl /), 0, 0) (I)i) Cl) Cl) L) U) ) J) U) c: I) U) U) - , . H "I I II I ± I il -- L r—---- ______ 1 I c) U LO 4.j U)CJ) .ç1 c ci)rj) çp C!), (I) . - U) U)1 C) C) U) U) I I I I I I I I l I: I I 'I' ELZ (o E oc 4: DS3 DS4 D co I . ... -"... .. F (85DSX19 0S4X19 5X) _ X 18 L- DS-X1 S -X6 . S F .1 Y5 /16 DS3 Xli U ) 5 >F F .,, 4 F DS3-X13 DSLXl . / 5-X13 DS3 X1 D%' Al2 I s DS3X1 . DS4Xli I F • )5Xl F F xio D4 AIQi I S3X9 W\ F S I / DS3X6 D34 /6 . D5X6 DS3-X5 I DS4X5 F I E)SX5 . F F :DSX4 O4X4 .. . P> + DS4 > 5 F F F DS4-X2 F F USXi .... 0S4 XI Results for LC 1, DL+LL SK-5 cJ Elevator Shaft Foundation Nov 7, 2016 at 4:10 PM ViaSat PSI Trans Reinf + Elevator Shaft Foundatiori.fnd opedShear/]Bending 160.009 at 21.667 ft Vz -204.234 at 19.5 ft 426.026 at 8.667 -476.24 at 20.583 ft AC! 318-11 Code Check Top Bending Check 0.668 Bot Bending Check 0.674 Strip: DSI Material: Conc4500NW Strip Width: 120 in Total Cuts: 25 Gov Mu Top 426.026 k-ft phi*Mn Top 637.381 k-ft Governing Cut DSI-X9 Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Bending Steel Reqd/Prvd, Units: in"2 Top Top Cut Label As Reqd As Prvd DSI-X9 4.688 7.069 DSI-X20 NA 7.069 DSI-X19 NA 7.069 Gov Mu Bot -476.24 k-ft phi*Mn Bot 706.387 k-ft Governing Cut DSI-X20 Concrete Weight .145 k/ftA3 I E_Concrete 3865 ksi Rho Bot Prvd 0.00319 Prvd Bot Bar Spac. #8@12in Bot Bot Rho As Reqd As Prvd Reqd(T/S) NA 7.854 0.00180 5.25 7.854 0.00180 5.237 7.854 0.00180 256 Stress Block: Rectangular Rebar Orientation: 0 Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Lor I "I W—IFF —ft' 1 Way Shear Check 0.825 Gov Vu 204.234 k phi*Vn 247.533 k Governing Cut DSI-X19 Top Cover 3 in Bottom Cover 3 in Rho Top Prvd 0.00287 Prvd Top Bar Spac. #8@14in Rho I Rho Reqd(Flex) Prvd(Gross) 0.00335 0.00518 0.00335 0.00518 0.00335 0.00518 I I I Max Top bar Spac.:. 18 in Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Min Bot bar Spac.: 9 in RiSAFoundation Version 8.0.2 [G:\. ..'.. .\. . .\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 I 1 Way Shear Check 0.080 Gov Vu 19.842k phi*Vn 247.533 k Top Cover 3 in Bottom Cover 3 in I Cut: DSI-X9 Max Top bar Spac.: 18 in ' Material: Conc4500NW Min Top bar Spac.: 9 in Start: (6.67 , -15) ft Max Bot bar Spac.: 18 in End: (6.67 -5) ft Min Bot bar Spac.: 9 in I AC! 318-11 Code Check Top Bending Check 0.668 Bot Bending Check 0.000 Gov Mu Top 426.026 k-ft Gov Mu Bot 0 k-ft phrMn lop 637.381 k-ft phi*Mn Bot 706.387 k-ft Tension Bar Fy 60 ksi Concrete Weight .145 klft"3 Shear BarFy 60 ksi I I Fc 4.5 ksi EConcrete 3865 ksi Flex. Rebar Set ASTM A615 I lop As Reqd(Flex.) 4.688 inA2 Bot As Reqd(Flex.) NA Top As Prvd 7.0691 nA2 Bot As Prvd 7.854 inA2 I Cross Section Detailing(All Bars Equally Spaced, Units: in) ..................................... 120 1 #8j14 Li e • 0 0 • 61 257 Stress Block: Rectangular Rebar Spacing mc: 2 in Design Rule: Elev Mat Ftg Lon Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00518 I I H I RlSAFoundation Version 8.0.2 [G:\.. .\...\...Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 Cut: DSI-X19 Material: Conc4500NW ;Start: (17.,-15)ft End: (17.5, -5)ft AC! 318-11 Code Check Top Bending Check 0.000 Gov Mu Top 0 k-ft phi*Mn Top 637.381 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi Pc 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) NA Top As Prvd 7.069 in'2 Max Top bar Spac.: 18 in Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Min Bot bar Spac.: 9 in Bot Bending Check 0.673 Gov Mu Bot -475.059 k-ft phi*Mn Bot 706.387 k-ft Concrete Weight .145 klftA3 I E_çoncrete 3865 ksi Bot As Reqd(Flex.) 5.237 in"2 Bot As Prvd 7.854 in'2 258 1 Stress Block: Rectangular Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Lori 1 Way Shear Check 0.825 Gov Vu 204.234 k — phi*Vn 247.533 k Top Cover 3 in Bottom Cover 3 in Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00518 Cross Section Detailing(Al I Bars Equally Spaced, Units: in) 120 .1 If • • a a * a S a a a a a •_!__ RlSAFoundation Version 8.0.2 [G:\. ..\. . .\...\Design\Elevator Shaft\Elevator Shaft Foundation.fndj Page 1 259 Strip: DS2 ' Material: Conc4500NW Strip Width: 71.75 in Total Cuts: 25 Max Top bar Spac.: 18 in Min lop bar Spac.: 9 in Max Bot bar;Spac.: 18 in Min Bot bar Spac.: 9 in Stress Block: Rectangular Rebar Orientation: 0 Rebar Spacing Inc-z 2 in Design Rule: Elev Mat Ftg Lot 1 195.094 at 20.583 ft I AC! 318-11 Code Check Top Bending Check 0.746 Coy Mu Top 212.568 k-ft phi*Mn lop 284.963 k-ft I Governing Cut DS2-X9 Tension Bar Fy 60 ksi ' Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 I Sending Steel ReqdlPrvd, Units: inA2) I Top Top Cut Label As Reqd As Prvd DS2-X9 2.333 3.142 DS2-X20 .684 3.142 I I Bot Bending Check 0.685 1 Way Shear Check 0.484 Gov Mu Bot -195.094 k-ft Gov Vu 71.856 k phi*Mn Bot 284.97 k-ft phi*Vn 148.413 k Governing Cut DS2-X20 Governing Cut DS2-X20 Concrete Weight .145 kJft'3 Top Cover 3 in 1 Bottom Cover 3 in EConcrete 3865 ksi Rho Bot Prvd 0.00213 Rho Top Prvd 0.00213 Prvd Bot Bar Spac. #8@181n Prvd lop Bar Spac. #8@18in Bot Bot Rho Rho Rho As Reqd As Prvd Reqd(T/S) Reqd(Flex) Prvd(Gross) NA 3.142 0.00180 0.00335 0.00364 2.139 3.142 0.00180 0.00335 0.00364 I' I RiSAFoundation Version 8.0.2 [G:\...\.. .\...\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 ". 1, Max Top bar Spac.: 18 in Stress Block: Rectangular - Min Top bar Spac.: 9 in Max Bot-bar Spac.: 18 in Rebar Spacing Inc.,2 iiI Min Bot bar Spac.: 9 in Design Rule: Elev Mat Ftg Lori Cut: DS2-X9 Material: Conc4500NW Start: (6.67 , -3.99) ft End: (6.67 , 2) ft AC! 318-11 Code Check Top Bending Check 0.746 Gov Mu Top 212.568 k-ft phitMn Top 284.963 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi Fc 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) 2.333 in"2 Top As Prvd 3.142 in'2 Bot Bending Check 0.000 Gov Mu Bot 0 k-ft phi*Mn Bot 284.963 k-ft Concrete Weight .145 k/ftA3 X 1 E. Concrete 3865 ksi Bot As Reqd(Flex.) NA Bot As Prvd 3.142 in"2 1 Way Shear Check 0.200 Gov Vu 29.618 k phi*Vn 148.18 k Top Cover 3 in Bottom Cover 3 in 0.00180 0.00364 1 Rho Reqd(T/S) Rho Prvd(Gross) Cross Section Detailing(AII Bars Equally Spaced, Units: in) 71.84 TJ a '1 Nj> .8@18 • • RiSAFoundation Version 8.0 .2 [G:\ \ \ \Design\Elevator Shaft\Elevator Shaft Foundation fnd] Page 1 Cut: DS2-X20 Material; Conc4500NW Start: (18;58,4)ft End: (18.58, 2) ft AC! 318-11 Code Check Top Bending Check 0.221 Gov Mu Top 62.907 k-ft phi*Mn Top 284.97 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) .684 in'2 Top As Prvd 3.142 in *2 Max Top bar Spac.: 18 in Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Min Bot bar Spac.: 9 in Bot Bending Check 0.685 Gov Mu Bot -195.094 k-ft phi*Mn Bot 284.97 k-ft Concrete Weight .145 k/fV'3 I E. Concrete 3865 ksi Bbt As Reqd(Flex.) 2.139 inA2 Bot As Prvd 3.142 inA2 261 Stress Block: Rectangular Rebar Spacing ln 2 in Design Rule: Elev Mat Ftg Lon 1 Way Shear Check 0.484 Gov Vu 71.856k phi*Vn 148.413 k Top Cover 3 in Bottom Cover 3 in Rho Reqd(TIS) 0.00180 Rho Prvd(Gross) 0.00364 Cross Section Detailing(AII Bars Equally Spaced, Units: in) 71.95 Ln T 4 f4 j • •#8@18 • • m I RiSAFoundation Version 8.0.2 [G:\. . .\.. .\...\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 Strip: DS3 Material: Conc4500NW Strip Width: VARIES Total Cuts: 20 Envelooed.Shearfflendihq M, 82.686 at 4.737 ft Max Top bar Spac.: 18 in Min Top bar Spac.: 9 in Max Sot bar Spac.: 18 in Min Bot bar Spac.: 9 in 262 1 Stress Block: Rectangular .Rebar Orientation: 90 'Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Tra Vz -60.252 at 6.632 ft 139.399 at 8.526 ft Mz - y k-ft -225475 at 7.579 ft AC! 318-11 Code Check Top Bending Check 0.516 Bot Bending Check 0.563 1 Way Shear Check 0.700 Gov Mu Top 139.399 k-ft phi*Mn Top 269.902 k-ft Governing Cut D53-XI0 Cut Width 60.34 in Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Bending Steel Reqd/Prvd, Units: inA2 Top Top Cut Label As Reqd As Prvd DS3-XI0 1.606 3.142 DS3-X9 1.49 3.142 DS3-X6 .457 3.142 Gov Mu Bot -225.475 k-ft Gov Vu 82.686 k phi*Mn Bot 400.515 k-ft phi*Vn 118.099 k Governing Cut DS3-X9 Governing Cut DS3-X6 Cut Width 60.3 in Cut Width 60.19 in Concrete Weight .145 klftA3 Top Cover 4 in I Bottom Cover 4 in EConcrete 3865 ksi Rho Bot Prvd 0.00401 Rho Top Prvd 0.00267 Prvd Bot Bar Spac. #8@12in Prvd Top Bar Spac. #8@18in Bot Bot Rho Rho Rho As Reqd As Prvd Reqd(T/S) Reqd(Flex) Prvd(Gross) 2.381 4.712 0.00180 0.00335 0.00542 2.615 4.712 0.00180 0.00335 0.00543 1.908 4.712 0.00180 0.00335 0.00544 RlSAFoundation Version 8.0.2 [G:\ \ \ \Design\Elevator Shaft\Elevator Shaft Foundation fnd] Page 1 Gov Vu 43.309 k phi*Vn 118.394k Top Cover 4 in Bottom Cover 4 in Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00542 Cut: 0S3-XI 0 Material Conc4500NW Start: (-2,-7.47)ft End: (3.03 , -7.47) ft AC! 318-11 Code Check Top Bending Check 0.516 Gov Mu Top 139.399 k-ft phi'Mn Top 269.902 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) 1.606 in"2. TopAsPrvd 3142 InA2 Max Top bar Spac.: 1 18 in Stress Block: Rectangular Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Rebar Spacing Inc: 2 in Min Sot bar Spac.: 9 in Design Rule: Elev Mat Ftg Ira Bot Bending Check 0.513 1 Way Shear Check 0.366 Gay Mu Bot -205.577 k-ft phi*Mn Bot 400.523 k-ft Concrete Weight .145 kIftA3 I EConcrete 3865 ksi Bot As Reqd(Flex.) 2.381 inA2 :Bot As PrVd: 4.712 inA2 I Cross Section Detailing(All Bars Equally Spaced, Units: in) 60.34 I Ire G '- • • I I RlSAFoundation Version 8.0.2 [G:\ ... \ ... \ ... \Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 Cut: DS3-X9 Material: Conc4500NW Start: (-2 , -8.42) ft End: (3.03 , -8.42) ft AC! 318-11 Code Check Top Bending Check 0.480 Gov Mu Top 129.455 k-ft phi*Mn Top 269.898 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) 1.49 inA2 Top As Prvd 3.142 in'2 Max Top bar Spac.: 18 in Min Top bar Spac.: 9 in Max:Bot bar Spac.: 18 in Min Bot bar Spac.: 9 in Bot Beading Check 0.563 Gov Mu Bot -225.475 k-ft phi*Ma Bot 400.515 k-ft Concrete Weight .145 kiftA3 X I EConcrete 3865 ksi Bot As Reqd(Rex.) 2.615 inA2 Bot As Prvd 4.712 inA2 264 Stress Block: Rectangular Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Trai I Way Shear Check 0.385 Gov Vu 45.526 k - phi*Vn 118.321 k Top Cover 4 in I Bottom Cover 4 in Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00543 Cross Section Detailing(All Bars Equally Spaced, Units: in) 60.3 Ln . .,e8@ 120 . • I RiSAFoundation Version 8.0.2 [G: ... \...\ ... \Design\EIevator ShaftElevator Shaft Foundation.fnd] Page 1 265 Stress Block: Rectangular Rebar Orientation: 90 Rebar SpacingInc: 2 in Design Rule: Elev Mat Ftg Trai R Strip: DS4 Max Top bar Spac.:. 18 in Material: Conc4500NW Min lop bar Spac.: 9 in I Strip Width 72 in 4 Max Bot bar Spac.: 18 in Total Cuts: 20 Min Bot bar Spac.: 9 in Enveloped...Sh.ar/Bending Moment diagrams 75.125 at 16.105 ft I Vz 1 -37.411 at 7.579 ft 158.939 at 10.421 ft ' -199.347 at 7.579 ft AC! 318-11 Code Check Top Bending Check 0.587 Gov Mu Top 158.939 k-ft phi*Mn lop 270.837 k-ft I Governing Cut DS4-X12 Tension Bar Fy 60 ksi ' Shear Bar Fy 60 ksi Pc 4.5 ksi Flex. Rebar Set ASTM A615 I Bending Steel Reqd/Prvd, Units: inA2) I Top Top Cut Label As Reqd As Prvd DS4-X12 1.83 3.142 ,I DS4-X9 1.497 3.142 DS4-X18 .022 3.142 Bot Bending Check 0.736 I Way Shear Check 0.532 Gov Mu Bot -199.347 k-ft Gov Vu 75.125 k phi*Mn Bot 270.837 k-ft phi*Vn 141.275 k Governing Cut DS4-X9 Governing Cut DS4-X18 Concrete Weight .145 kJft'3 Top Cover 4 in A I Bottom Cover 4 in EConcrete 3865 ksi Rho Bot Prvd 0.00224 Rho Top Prvd 0.00224 Prvd Bot Bar Spac. #8@18in Prvd lop Bar Spac. #8@18in Bot Bot Rho Rho Rho As Reqd As Prvd Reqd(T/S) Reqd(Flex) Prvd(Gross) 1.326 3.142 0.00180 0.00335 0.00364 2.301 3.142 0.00180 0.00335 0.00364 .087 3.142 0.00180 0.00335 0.00364 RlSAFoundation Version 8.0.2 [G:\.. .\. . .\.. .\Design\Elevator Shaft\Elevator Shaft Foundation.fndj Page 1 Cut: DS4-X12 Material: Conc4500NW Start: (6, -5.58) ft End: (112 , -5.58) ft AC! 318-11 Code Check Top Bending Check 0.587 Gov Mu Top 158.939 k-ft phi*Mn Top 270.837 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F':c 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) 1.83 inA2 Top As Prvd 3.142 in. A2 Max Top bar Spac 18 in Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Min Bot bar Spac: 9 in Bot Bending Check 0.426 Gov Mu Sot -115.502 k-ft phi*Mn Bot 270.837 k-ft Concrete Weight .145 klftA3 A I E_Concrete 3865 ksi Bot As Reqd(Flex.) 1.326 inA2 Bat As Prvd 3.142 inA2 266 1 Stress Block: Rectangular Rebar SpacingInc: 2 in Design Rule: Elev Mat Ftg Trat 1 Way Shear Check 0.146 Gay Vu 20.567 k phi*Vn 141.275 k Top Cover 4 in Bottom Cover 4 in Rho Reqd(TJS) 0.00180 Rho Prvd(Gross) 0.00364 Cross Section Detailing(AII Bars Equally Spaced, Units: in) 72 Ln RiSAFoundation Version 8.0.2 [G: ... \...\... \Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 Cut: DS4-X9 Material: Conc4500NW Start: (6 , -8.42) ft End: (12, -8.42) ft AC! 318-11 Code Check Top Bending Check 0.481 Gov Mu Top 130.24 k-ft phiMn Top 270.837 k-ft Tension Bar Fy 60 ksi 60 ksi Shear Bar Fy F'c 4.5 ksi Flex. Rebar Set ASTM A615 - I Top As Reqd(Flex.) 1.497 inA2 Bot As Reqd(Flex.) 2.301 in'2 Top As Prvd 3.142 inA2 Bot As Prvd 3.142 inA2 I Cross Section Detailing(All Bars Equally Spaced, Units: in) 72 ' ! #8@18 Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00364 Max Top bar Spac;:: 18 in Mm Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Mm Bot bar Spac.: 9 in Bôt Bending Check 0.736 Gov Mu Bot -199.347 k-ft phi*Mn Bot 270.837 k-ft Concrete Weight .145 k1ftA3 X I EConcrete 3865 ksi, 267 Stress Block: Rectangular Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Ira 1 Way Shear Check 0.265 Gov Vu 37.411 k phi*Vn 141.275 k Top Cover 4 i Bottom Cover 4 in RiSAFoundation Version 8.0.2 [G:\ ... \ ... \ ... \Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 179.553 at 4.737 ft Vz ------- -165.173 at 6.632 ft 155.811 at 12.316 ft -459A16 at 5684 ft AC! 318-11 Code Check Top Bending Check 0.384 Bot Bending Check 0.856 R --~ Strip: DS5 Material: Conc4500NW Strip Width; 96 in Total Cuts: 20 Max Top bar Spac:: 18 in Min lop bar Spac.: 9 in Max Bot bar Spac.: 18 in Min Sot bar Spac.: 9 in Stress Block: Rectangular - Rebar Orientation: 90. Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Tra I Gov Mu Top 155.811 k-ft phi*Mn lop 405.348 k-ft Governing Cut DS5-X14 Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi Fc 4.5 ksi Flex. Rebar Set ASTM A615 Bending Steel Reqd/Prvd, Units: inA2 Top lop Cut Label As Reqd As Prvd DS5-X14 1.789 4.712 DS5-X7 NA 4.712 DS5-X6 NA 4.712 Gov Mu Sot -459.416 k-ft phi*Mn Bot 536.835 k-ft Governing Cut DS5-X7 Concrete Weight .145 klftA3 I E. Concrete 3865 ksi Rho Bot Prvd 0.00336 Prvd Bot Bar Spac. #8@12in Bat Bat Rho As Reqd As Prvd Reqd(TIS) 1.309 6.283 0.00180 5.356 6.283 0.00180 4.586 6.283 0.00180 I - I I -- k-ft '1 1 Way Shear Check I 0.953 Gov Vu 179.553k I phi*Vn 188.366 k Governing Cut DS5-X6, Top Cover 4 in I Bottom Cover 4 in Rho Top Prvd 0.00252 1 Prvd lop Bar Spac. #8@18in Rho Rho Reqd(Flex) Prvd(Gross) 0.00335 0.00477 0.00335 0.00477 0.00335 0.00477 1 I I I RiSAFoundation Version 8.0.2 [G:..\...\.. .\Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 I Cut: DS5-X14 Material: Conc4500NW Start: (14 , -3.68) ft End: (22 , -3.68) ft AC! 318-11 Code Check Top Bending Check 0.384 Gov Mu Top 155.811 k-ft phi*Mn Top 405.348 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi F'c 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) 1.789 1n1t2 Top As Prvd 4.712 inA2 Max Top bar Spac.: 18 in Min lop bar Spec.: 9 in Max Bot bar Spec.: 18 in Min Bot bar Spac.: 9 in Bot Bending Check 0.213 Gov Mu Bot -114.267 k-ft phi*Mn Bot 536.835 k-ft Concrete Weight .145 klftlt3 I E—,-Concrete 3865 ksi Bot As Reqd(Flex.) 1.309 in'2 Bot As Frvd 6.283 inA2 269 Stress Block: Rectangular Rebar Spacing Inc: 2 in Design Rule: Elev Mat Ftg Tra I Way Shear Check 0.151 Gov Vu 28.478 k phi*Vn 188.366k Top Cover 4 in Bottom Cover 4 in Rho Reqd(T/S) 0.00180 Rho Prvd(Gross) 0.00477 Cross Section Detailing(AII Bars Equally Spaced, Units: in) 96 H Li T@1 a :. .0 RlSAFoundation Version 8.0.2 [G:\ ... ..\... \Design\Elevator Shaft\Elevator Shaft Foundation.fnd] Page 1 1 Way Shear Check 0.228 Gov Vu 43.031k phi*Vn 188.366 k Top Cover 41n Bottom Cover 4 in 270 1 Max Top bar Spac;: 18 in Stress Block: Rectangular Min Top bar Spac.: 9 in Max Bot bar Spac.: 18 in Rebar Spacing Inc: 2 in Min Bot bar Spac.: 9 in Design Rule: Elev Mat Ftg Tra Cut: DS5-X7 Material: Conc4500NW Start: (14, -10.32) ft End: (22 , -10.32) ft AC1318-11 Code Check Top Bending Check 0.000 Gov Mu Top 0 k-ft phi*Mn lop 405.348 k-ft Tension Bar Fy 60 ksi Shear Bar Fy 60 ksi Pc 4.5 ksi Flex. Rebar Set ASTM A615 Top As Reqd(Flex.) NA Top As Prvd 4.712 in12 Bot Bending Check 0.856 Gov Mu Bot -459.416 k-ft phi*Mn Bot 536.835 k-ft Concrete Weight .145 k/ft'3 I E..Concrete 3865 ksi Bot As Reqd(Flex.) 5.356 inA2 Rho Reqd(T/S) 0.00180 Bot As Prvd 6.283 ifl12 Rho Prvd(Gross) 0.00477 Cross Section Detailing(All Bars Equally Spaced, Units: in) 96 Ln tO,—.coI • jf. a a ©1?. • a aLr RlSAFoundation Version 8.0.2 [G:\ ... \...\... \Design\Elevator Shaft\Elevator Shaft Foundatmon.fnd] Page 1 Culp Manner, Inc. , STRUCTURAL ENGINEERS JOB VJ4 )I I ENGINEER ... DESIGN OF I - 7t I .(_-. .... ....... .... des A I I i • I . I PLP 7 I i I 9 5 /'eci S, 75fl) I / I H I P 27 ' I 4 I, l4? 271 SHEET NO DATE 11 a As -Wtj4' 272 SHEET NO. ________ DATE I I .1 114J I 1d .: - .1 I I Fli I : A/43Y/#'): 17 4V,P141J C//a' 4fl9ji( Culp Manner, Inc. JOB SA A1L. STRUCTURAL ENGINEERS ENGINEER DESIGN OF CM't € re,,, 14 i4: Jt I F-ee. I p 7 8,55(5r) 1 14, 201'~101104 I JOB 1/14 5 ENGINEER DESIGN OF inq Culp Manner, Inc. STRUCTURAL ENGINEERS 1/5 E/fV4 /Id 514 273 SHEET NO. DATE ' V"4 /.e-1'! -. Ve1icJe /#p*c4 J°M 9' 47, — Foie ! /L4 a2/ J Te,(o,4.,, 4qj4 e-4e - tIe 4 "e Fp 4 t ' 'I — $c..lc T,,ce f;,t)1 X.) ,..AO!74/ I JOB :V7 6I ENGINEER DESIGN OF c, cl Culp Manner, Inc. STRUCTURAL ENGINEERS E/el.,A'hc/. 274 SHEET NO. DATE I 5tds11 A 110 A, . O4I 04e. 1014 11 - 1/ec1e /fip1c-/ 4' a. 6 Ib$D/ Ad .1 /zd: a9 (e4)1'4 le ell,e" 74'4— ( 1Y,4 S it0i /.4e G., Cc-c 5seci c '•-tJ-' (cee 275 CI&1i3 Anchor Designer TM Software Version 2.4.5840.5 Load and Geometry Load factor source: ACI 318 Section 9.2 Load combination: not set Seismic design: Yes Anchors subjected to sustained tencicNo Ductility sect Ductility seci Us factor. no Apply entire Anchors onl) <Figure 1> Company: I I Date: 7/23/2015 Engineer: Page: 1/4 Project: Address: Phone: E-mail: Project description: Location: Top of CMU Wall Conn Fastening description: Base Material Concrete: Normal-weight Concrete thickness, h (inch): 24.00 State: Cracked Compressive strength, fc (psi): 4000 '4c.v: 1.4 Reinforcement condition: A tension, A shear Supplemental rejnfordment: Not applicable Reinforcement provided at corners: No Do not evaluate concrete breakout in tension: Yes Do not evaluate concrete breakout in shear No Hole condition: Dry concrete Inspection: Periodic Téhiperatüre ran'ge. SortJLong: 150/110F Ignore 6do requirement: Not applicable Build-up gro.ul pad: No Base Plate Length x Width x Thickness (inch): 10.00 x 4.00 x 0.00 M_ 1.Prolect information Customer company: Customer contact name: Customer e-mail: Comment: 2. Input Data & Anchor Parameters General Design method:ACl 318-11 Units: Imperial units Anchor Information: Anchor type: Bonded anchor Material: A615 Grade 60 Rebar Diameter (inch): 0.500 Effective Embedment depth, he (inch): 5.000 Code report: 1Cc-ES ESR-2508 Anchor category: - Anchor ductility: No hmin (inch): 7.50 cac (inch): 7.86 C,,,n (inch): 1.75 Srcn (inch): 3.00 .9Dlbib Input data and results must be checked for agreement with the existing circumstances, the standards and gui d e l i n e s m u s t b e c h e c k e d f o r p l a u s i b i l i t y . Simuson Sir. aTe C..i'ijany inc, 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com tRJ11.1I Anchor Designer TM Software .aa.ELIA4 Version 2.4.5940.5 a <Figure 2> 276 Company: Date: 7/23/2015 Engineer. Page: 2/4 Project: Address: Phone- E-mail.. Recommended Anchor Anchor Name: SET-XP® - SET-XP wl #4 A615 Gr. 60 Rebar Code Report: ]CC-ES ESR-2508 Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-Tie Company Inc. 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongbe.com IiYiI1I'JI Anchor Designer TM I 7j. Software : Version 2.4.5940.5 277 Company: Date: 7/23/2015 Engineer: . . Page: 3/4 Project: Address: Phone: . ..... E-mail: 3. Resulting Anchor Forces Anchor Tension load, Shear load x, Shear load y, Shear load combined, Na (Ib) V. (Ib) (Ib) 1 0.0 0.0 750.0 750.0 0.0 0.0 750.0 750.0 Sum 0.0 0.0 1500.0 1500.0 Maximum concrete compression strain (%o): 0.00 Maximum concrete compression stress (psi): .O, Resultant tension force (lb): 0 Resultant compression force (lb): 0 Eccentricity of resultant tension forces in x-axis, e'ex (inch): 0.00 Eccentricity of resultant tension forces in y-axis, eNy (inch): 0.00 Eccentricity of resultant shear forces in. x-axis, evx (inch): 0.00 Eccentricity of resultant shear forces in y-axis, evy (inch): 0.00 Steel Strength of Anchor in Shear (Sec. 0.6.1) lisa (Ib) Ogmut 0 ay.seis çbgroita v.setsØ V35 (lb) 10800 1.0 0.60 0.88 5702 Concrete Breakout Strength of Anchor in Shear (Sec. 0.6.2) Shear perpendicular to edge in y-direction: Vby = minJ7(Je/da)°2'idaAs-ifccai'-5; 92ittccal1.5I (Eq.. D-33 & Eq. D34) / (in) d0 (in) Aa fc (psi) ca (in) Vr, (lb) 4.00 0.50 1.00 4000 3.75 3446 ØVcygy = 0 (Avc/Av-) ec.veavcv'i?vViy (Sec. 0.4.1 & Eq. 0-31) A (in2) Avo (in2) 11'ecV. ...PedV 'C.V Vs (lb) 0 tpV359 (lb) 108.28 63.28 1.000 1.000 1.400 1.000 3446 0.75 6191 Concrete Prvout Strength of Anchor in Shear (Sec. D.6.3) 0 Vpg = 0 minIkc,,N; kpN,.bgl = 0 minIk(ANaiANao) Pep.NaNbe kcpA Nc/AN0) Nd.NNANNbI (Eq. D41) A (in2) Asa (in 2) T'ed.ya Pcp,a Nba (lb) Na (lb) 2.0 188.41 136.04 0.893 1.000 1.000 9875 12212 AN, (in2) AN. (in2) PeN 'edN 'N q19.w Nb (Ib) Ncb (lb) 0 I& 258.75 225.00 1.000 0.850 1.000 1.000 9503 9289 0.70 Input data and results most be checked for agreement with the existing circumstances, the standards and guidelines must be checked for plausibility. Simpson Strong-To Company Inc 5956 W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 w.strongtie.com Anchor Designer TM Software Version 24 5940.5 Company: Date: j 7/23/2015 Engineer: Page: 4/4 Project: Address: Phone- E-mail: qll/cpg (lb) 13005 11, Results Interaction of Tensile and Shear Forces (Sec. 0.7) Shear Factored Load, Vua (lb) Design Strength, øV (lb) Ratio Status Steel 750 5702 0.13 Pass I Concrete breakout y+ 1500 6191 0.24 Pass (Governs) Pryout 1500 13005 0.12 Pass SET-XP w/ #4 A615 Gr. 60 Rebar with hef = 5.000 inch meets the selected.design criteria. 12. Warnings - When cracked concrete is selected, concrete compressive strength used in concrete breakout strength in tension, adhesive strength in tension and concrete pryout strength in shear for SET-XP adhesive anchor is limited to 2,500 psi per ICC-ES ESR-2508 Section 5.3. - Concrete breakout strength in tension has not been evaluated against applied tension load(s) per designer option. Refer to ACl 318 Section 0.4.2.1 for conditions where calculations of the concrete breakout strength may not be required. - Per designer input, the tensile component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor tensile force associated with the same load combination. Therefore the ductility requirements of D.3.3.4.3 for tension need not be satisfied - designer to verify. - Per designer input, the shear component of the strength-level earthquake force applied to anchors does not exceed 20 percent of the total factored anchor shear force associated with the same load combination. Therefore the ductility requirements of D.3.3.5.3 for shear need not be satisfied - designer to verify. - Designer must exercise own judgement to determine if this design is suitable. - Refer to manufacturer's product literature for hole cleaning and installation instructions. Input data and results must be checked for agreement with the existing circumstances, the standards and guidelines must be checked for pIausiblity, Simpson Strong-Tie Ccmpnv Inc 5956W. Las Positas Boulevard Pleasanton, CA 94588 Phone: 925.560.9000 Fax: 925.847.3871 www.strongtie.com Os" 4.c (' /A) £1, 9 1 0, 75a 25 ? ':_.) I JOB \/k 5'r I ENGINEER (r I DESIGN OF ••.. (.t4i. Culp Manner, Inc. STRUCTURAL ENGINEERS 279 SHEET NO. DATE ii.. ($ee C#1'I .iq? / CMU CANTILEVER RETAINING WALL ver: 4.1 Project: Via Sat PS Location: 8" CMU Wall @ SOG Engineer: CJ Wall Properties: 1500 psi L = 8.0 in H = 10.8 ft W = 84 psf DL = 0.00 k/ft d = 3.8 in L= 1.8 ft Ftg Properties: = 3000 ps L1 = 1.4 ft 15Q.pcf Lkey = L5 3.5,ft hkey= hftg 1.0 ft tkey Soil Properties: W 01 Hsheel = PA = Hs,toe = WL = Peq= kL = Pc = 0.28 k/ft L = opsf Yc = 5.5 ft IJ = PP = qaow. = 2.0 ksf yp = k 011 = 150 pci RSOGMOX = 1.00 k/ft YSOG = -0.3 ft Results: Stability:. Sliding: PR =. 0.2 k Overturning: MR 2.7 k-ft Wall Deflection:. = 0.119 in Soit.Biarinq: Date: 10/6/16 EQ Is Pc a LL, EQ, or W Load? Check for 1/3 Stress Increase Passive Pressure Check for 1/3 Stress Increase Sliding [] Check if SOG Resists Sliding > A = 0.2k SFSIIdlfl9 = 1.10 OK > MOT = 1.3k-ft SFovertunng = 2.05 OK = -0.021 in n = 0.95 ft Triangular Soil Bearing 0.00 ksf = 1.01 ksf < QaIw 2.7 ksf OK qu,max = 1.70 ksf Cant 8in CMU Wall @ SOG Ver4.1 Page 1 CMU Wall Deskin: At TOF: V= 0.3k M= 1.5k-ft At 1/2*Hw from TOF: Vu 0.3k M= 0.0k-ft At from TOR y 0.0 ft V= 0.3k 1.5k-ft Ftg. Design:. = 0.8 k Vu,,,,. Top Reinf: d10 = 9.5 in M= 0.2k-ft Bot. Reinf: dBOt= 8.5 in M= 1.2k-ft V= 3.3k OK As,reqd. = 0.10 in2/ft As,provided = 0.23 in2/ft cDV= 5.0k OK As,reqd. = 0.00 in2lft V,,= 3.3k OK As,reqd. . 0.10 in2/ft ctV= 8.4k OK Asmin = 0.13 in2/ft As,reqd. = 0.00 in/ft Top Asmin = 0.13 in2lft As,reqd. = 0.03 in2/ft Bot. 281 Mm. Cont Reinf: As,min. = 0.0018*A9 = 0.26 1n2/ft Cant 81n CMU Wall © SOG Ver4.1 Page 2 282 10/6/16 CMU CANTILEVER RETAINING WALL ver: 4.1 Project: Via Sat PS Location: 8" CMU Wall @ SOG EOS Engineer: CJ Wall Pr.oDerties: = 1500 psi L = 8.0 in 10.8 ft Ww = 84 psf PDL = 0.00 k/ft d, = 3.8 in L= 0.3 ft FtqWopeties ç = 3O0psi L1 = 0.0 ft W_. 1500cf Lkey = LB= 6.Oft hftg' 1.0 ft tk Soil Própèrties:• W 11 = Hs,heel = PA = Hs,toe = WL = Peq= kL = Pc = 0.28k/ft PL = Opsf Yc = 5.5 ft PP = q0 . = 2.0 ksf Yp 150 pci RSOGM X = 1.00k/ft YsoG = -0.3 ft Date: WL vi H: - r / -- - - JVPtA I I SHEAR w KEY EQ Is Pc a LL, EQ, or W Load? fl Check for 1/3 Stress Increase Passive Pressure Check for 1/3 Stress Increase Sliding E] Check if SOG Resists Sliding Results: Stability:. Sliding: PR = 0.2 k > Overturning: MR = 3.2 k-ft > Wall Deflection: 0.119 in Soil Bearing:: PA= 0.2k SFsliding = 1.10 OK M01= 1.3k-ft SFoveftunng 2.43 OK 0.066 in n = 1.02 ft Triangular Soil Bearing = 0.00 ksf q = 1.18 ksf < 2.7 ksf OK = 1.62 ksf Cant 81n CMU Wail @ SOG EQS Ver4.1 Page 1 CMU Wall Design: AtTOF: V = 0.3k M= 1.5k-ft At 1/2*Hw from TOF: V = 0.3k M= 0.0k-ft Aty from TOF: y= 0.0 ft V 0.3k M= 1.5k-ft 'tV,= 3.3k OK As,reqd. = 0.10 in2/ft As,provided = 0.23 in2/ft (I)Vn 5.0k OK As,reqd. = 0.00 ifl2/ft cDV= 3.3k OK As,reqd. = 0.10 ifl2lft 283 Ftg. Design: Vum = 0.2 k V.=• 8.4 k OK Top Reinf: d109 = 9.5 in 's,min = 0.13 in2lft M0 1.7 k-ft As,req& = 0.04 in2lft Top Bat. Reinf: do — 8.5 in As,min = 0.13 in2lft Mu = 0.0 kft As,reqd. = 0.00 in2/ft Bot.. Mm. Cont Reinf: A m,. = O.00IS*Ag = 0.26 1n2/ft Cant 81n CMU Wall @ SOG EOS Ver4.1 Page 2 ,4J-Api1 /45 ,4 doe l Y# ow /3b 'ec5ive O.E('io,, ç) 2 -eJg,4 .! 1_I H H Ramp Retaining Walls 1L. x Member c Via Sat i -• 32hJ1r Ramp Retaining Wall amp Retaining Walls SK-3 Oct 6, 2016at211PM Ramp Retaining Walls.r3d - - - - - - - - - - - - - - - - f- ___ Loads: BLC 3, Surcharge Pressure SK-4 cJ J Ramp Retaining Walls Oct 6 2016 at 2:11 PM Via Sat I Ramp Retaining Walls.r3d i Ok/ft 7/ O47kIf I! Loads: BLC 4, Seismic Pressure SK -5 cJ Ramp Retaining Walls Oct 6, 2016at211PM Via Sat Ramp Retaining Walls.r3d I 11 f)On Company , : Oc Designer 6, 2 I 2 13 PM Job Number Va Sat L. s Mo Name : Ramp Retaining Walls Checked By: Joint Coordinates and Temperatures Member Primary Data Joint Boundary Conditions Basic Load Cases Member Distributed Loads WLC 1: Active Pressure) Member Label Direction 1erk/Ft 1 Str lrth-nfftQL!: 1 Ml X 24 00 0 21 M2 X 32 0 0 0 3L M3 [x .4 o 0 0 M4 x 48 0 o I RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\MiscJ\Ramp Retaining Walls.r3d] Page 1 Company Oct 6, 200 r j Designer ci 2:13 PM Job Number Via Sat Checked By:_____ . r. E S Model Name Ramp Retaining Walls Member Distributed Loads (BLC 3: Surcharge Pressure) Member Label Direction Start MaonitudeFk/ft.F1 End Maanitudelk/6F1 Start Lôc4tiàn[ft1%1 Eiid. Làtian1ft'/o1 I j_MI IX .02 2, 0,. 01 _.2_ M2 X 02 02 0 0 1 M3 I X .02 .02. 0 0 _4_. M4_.. __X .02I ..02 _- 0............... 0 Member Distributed Loads (BLC 4: Seismic Pressure) Member Label birectior, Sthrt.MàunitudeIkift.FI End Maonitud1k/ftiF1 Start Lat!onft.%1 End Locationtft.%1 I I Load Combinations Description SpL,P,.. S... BLCFa.. 1. $LCFa... BLCF3... BLCFa.., BLCFa... BLCFa.., BLCFa..CFa.CFa.,. 8LCF..,. l 1 1 1.6*Haist±1LYes 1 1.6 2 11.6 3 1.6LL .. . 2 1 1 &Hactve+1 0 L+1 0 E Yes 1 1-6 3 1 1 4 Joint Reactions 1 121_. _. Ml _____________M2 _.X ...............:_- X _.042 .042 ____0 __ 0 0 0 0 0 3 M3 X .042 0 0 . .. . 0 TT M4 x.042 0 0 _. 0 .. I OR I I RISA-3D Version 14.0.1 [GA ... \ViaSat PS\ENGINEERING\Design\Miscl\Ramp Retaining Watls.r3d] Page 2 '3.2 -4.8 .099k/ft IT . 48.3k/li -1 1 -3.4 SK-7 Oct 6, 2016at213PM Ramp Retaining Wallsr3d 1 if A 4 — — MM, — — -I — — — no — — — ;= — — — — Fi :7 -i e 411t4 t-Vo//' o (1 -5) T, 75')ó 2-1 Member y Shear Forces (k) (Enveloped) -- SK8 CD CJ Ramp Retaining Walls Oct 6, 2016 at 2:14 PM Via Sat JRn1P Retaining Walls.r3d " (4L4 b/2-, d,7s 4 1,3 A Member z Bending Moments Culp Manner, Inc. 295 JOB v; STRUCTURAL ENGINEERS SHEET NO - ENGINEER DATE DESIGN OF 76 I'o,o1 t,1 /7,cIc ,0051t: ro -ee 4,,.-2•c '1(2 JL i a Al s-,67_14__ ' V ôf/ \114a, b 't /2,rV 97z' I -, 17 1l I ) fe- :1 As 2 24 ' Y -3' '/Ak .. çi" j// -L 7, g4f4 h-fl /t1 7,/")'-7,ec' 4 , F; //a / tye /d itt, 4,h 3e-ol ($ee k' (Y /4y5 - it." LiC 4de,4i /f_•)t Culp Manner, Inc. STRUCTURAL ENGINEERS 296 I SHEET NO. DATE I I I ,44 I JOB. ENGINEER DESIGN OF feW /2 .F ZdAJ' 1/1,42`54 '-/ /*'84 14.0 120 2.0 0 2. 4D 6,0 8.0 10.0 12.0 X- AXIS (in WELD GROUP PLOT, 297 "WELDGRP.xls" Program Version 2.3 WELD GROUP ANALYSIS Using the Elastic Method for up to 24 Total Welds Job Name: IVia Sat Subject: Job Number: I Entrance Sign Support Orloinator: II Checker: I Input Data: Number of Welds, Nw Weld Coordinates Start End Xl (in.) Yl (in:). X2 (In:) Y2 (in,) 1 0.750 0.000 9.250 0.000 0.000 0.750 0.750 0.000 3 9.250 0.000 10.000 0.750 0.000 0.750 0.000 9.250 5• 10.000 0.750 10.000 9.250 6 0.000 9.250 0.750 10.000 7 .10.000 9.250 9.250 10.000 8 0.750 10.000 9.250 10.000 No. of Load Points 1 ...I Load Point Data: Font n X-Coordinate (in.) = Y-Coordinate (in.) Z-Coordinate (in.) = Axial Load, Pz (k) = Shear Load, Px (k) = Shear Load, Py (k) = Moment, Mx (in-k) Moment, My (in-k) = Moment, Mz (in-k) = Weld Weld Weld Weld Weld Weld Weld Weld 1=Start 2=End 12 2ff Weld #3 Weld #2 1 Weld #1 ,( "Origin NOMENCLATURE 1 of 2 12/5/2016 10:20 AM 298 'WELDGRP.xls' Program Version 2.3 Results Weld Group Properties Loads (ä! C S of Weld Group Lw = 38.243 in Pz = 0.00 kips Xc = 5.000 in. E Px:. O.81 kps Yc = 5.000 In. E Py - 0.00 kips Ix = 618.31 jnA3 E Mx = 0.00 ly = 618-31 nA3 E My = 7640 in -k J = 123661 lnA3 z Mz 000 ink Weld Fortes (k/in) Fw(1) Fw(2) Weld #1 0.484 0.484 Weld #2 0.570 0.484 Weld #3 0.484: 0.570 Weld #4 0.570 0.570 Weld #5 0.570 0.570 Weld #6 0.570 01484 Weld #7 0.570 0.484 Weld #8 0.484 0.484 Required E70XXWeldSLe Fw(max) 0.570 k Fillet (leg) = 0.026 in: Throat (em =_0018 2of2 1215/2016 10:20 AM _______ ver: 5.0 Job: Via Sat Location: Entrance Sign Support Ftg 299 Base Soil Bearing = 2000 psf fc = 4500 psi Adj. Grade to TOF = 24 in Depth of Base Soil BRG = 24 in Column dim Y = 16 in Clear to Bottom 3 in Width of Base Soil BRG = 24 in Column dim X = 16 in Added depth = 3 in BRG Increase per depth = 0 psf/ft Sds = 0.76 FIG Density = 50 pcf BRG Increase per width = 0 psf/ft fi = 1 Actual FIG Density = 150 pcf Max Soil Bearing = 2000 psf fy = 60 ksi Soil Density = 110 pcf DL LL EQ Axial (k) 2.8 0 0 MMT x-axis (kft) 0 0 9.72 MMT y-axis (kft) 0 0 0 D+L w/EQ Allowable Soil Pressure = 2.00 2.67 ksf 50 ft 5.0 ft Soil Pressure Load Case Max D+FTG+L= 0.19 0.19 ksf OK D+FTG+L+EQ/1 4 = 0.89 0.22. ksf OK 9D+FTG+EQ/1 4 = 0.88 0.21 ksf OK Summary Asbot reqd (x) 002 Asbot reqd (y) = 0.10 d= 14 in Asmin(x) 194 As min (y) = 194 Depth= 18 in Astop reqd (x) 0.08 Astop reqd (y) = 0.08 As got (x) 5-#4 As Bot (y) 5 -# 1 4 As Top (x) 5,-,-#4 1 As Top (y) 5- #4 -LC-1 - 1'.'2D+1.6L Pu = 3 k Ult Bearing Stresses Mux= 0k -ft OTxFS=NOOT 01 01 01 0 k-ft OTy FS = NO 01 0.1 columJ 0.1 1366m1366m Shear Parallel to X-axis Parallel to Y-axis Punching Bending 0.1 ksf a@d = 0.1 ksf vu/k= 0.00 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi a@col = 0.1 ksf c@col = 0.1 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 0k-ft Mu/ft = 0k-ft OK OK As req = 0.02 As req = 0.02 -11 LC2 - I 4D Pu = 4 k Ult Bearing Stresses (ksf) Mux = 0 k-ft OTx FS = NO 01 0.2 0.2 0.2 = 0_k-ft OTy FS = NO 01 02 j Columi1 02 Beam She MUY ar 0.2 Parallel to X-axis Parallel to Y-axis Punchin Bend g c@d = 0.2 ksf a@d = 0.2 ksf vu/$ = 0.00 ksi x-bars y-bars vu/4 = 0.00 ksi vu/4 = 0.00 ksi vc = 0.27 ksi @col = 0.2 ksf cy©col = 0.2 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 0k-ft Mu/ft = 0k-ft OK OK As req = 0.02 As req = 0.02 iO% OT Red[uctio6oet ASCE 7 1213.4Alléd:;to 1C3 LC3 - I 2D+fl L+E+ 2SdsD Pu = 4 k Ult Bearing Stresses (ksf) Mux= 9k-ft OTxFS1I 27 27 27 Muy 0k-ft OTy FS= NO OT 0.0 LColumn I 0.0 Beam Shear 0.0 0@4 4ft 0.0 Parallel to X-axis Parallel to Y-axis Punching 0.0 ksf a@d = 0.0 ksf vu/4 0.01 ksi x-bars y-bars vu/$ = 0.01 ksi vu/+ = 0.00 ksi vc = 0.27 ksi a@col = 0.0 ksf y@col = 0.0 ksf vc = 0.13 ksi vc = 0.13 ksi OK Mu/ft = 0 k-ft Mu/ft = 1 k-ft OK OK I As req = 0.00 1 As req = 0.10