The URL can be used to link to this page

Home My WebLink About2501 EL CAMINO REAL; STRUT PT 4; CB131997; Structural Calculations{ ^ ANF 8L ASSOCIATES Consulting Structural Engineers 13903.00 STRUCTURAL CALCULATIONS RECEIVED OCT 21 2013 CITY OF CARLSBAD BUILDING DIVISION For Part IV Retail Expansion Westfield Carlsbad _a52^ Camino Real #100 - ^ Carlsbad, Califomia 92008 Architect JPRA Architects 39300 West Twelve Mile Road, Suite 180 Farmington Hills, MI 48331 Tel: (248) 737-0180 9420 Telstar Avenue, Suite 118, El Monte, Califomia 91731 Tel: (626) 448-8182 Fax: (626) 448-8092 Email: ann688@.pacbe]l.net 111 1 uuoiu/.i.^a^uC'Ji.iJCi'i .^^^-^^^^^ Part III Part IV Frame reaction on cone floor FR-0~ 9 Base plates for MF columns BS-1~ 17 Infill of Existing Waffle Slab Openings D-l~ 2 Infill of Existing Escalator Openings @ 2nd FL WF-1~ 11 Concrete Beam Design Check CB-1~ 58 Frame Reaction at Concrete Column Envelope FRE-0~ 11 (BC-1) Gravity Cone Column Design force GCD-l" 36 (BC-1) Concrete Column Design Check cc-o~ 16 (BC-1) (Existing) Concrete Column Design Check EC-0~ 12 (BC-1) Wall Member Design Check WD-1~ 5 (BC-1) Diaphragm Shear DS-1~ 6 (BC-1) Diaphragm Strut or Drag force DF-1~ 5 (BC-1) Retaining Wall Design RW-1~ 38 (BC-1) CMU Column (Compactor Area) CMU-l-10 (BC-1) CO 00 o o O o I s w I oq V 0 •rt Q H nt tfl tn Pi o n • o H m . > H > 5 (U flj m rH ffl (fl (U 2 4-) m (2 ns ffl « Q CQ r W X W D CD Oo rf CO r OO [N5 fio 00 ' 00 CM -6 -6 0O Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 09/13/13 08:58:41 Ignore Effects At Face of Joint Scale Factor: CRITERIA: Rigid End Zones: Member Force Output: P-Delta: Yes ScaleFactor: 1.00 Ground Level: Base Mesh Criteria: Max. Distance Between Nodes on Mesh Line (ft) Merge Node Tolerance (in) : 0.0100 Geometry Tolerance (in) : 0.0050 Walls Out-of-plane Stiffness Not Included in Analysis. Sign not considered for Dynamic Load Case Results. LOAD CASE DEFINITIONS: 4.00 D Lp E7 E8 E9 EIO DeadLoad PosLiveLoad EQ-conc EQ-conc EQ-conc EQ-conc RAMUSER RAMUSER EQJBC09_X_+E_F EQJBC09_X_-E_F EQ_IBC09_Y_+E_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: User Specified 39 * 1.400 D 40 * 1.200 D+ 1.600 Lp 41 * 1.200 D +0.500 Lp + 1.400 E7 42 * 1.200 D +0.500 Lp + 1.400 E8 43 * 1.200 D + 0.500 Lp + 1.400 E9 44 * 1.200 D +0.500 Lp+ 1.400 EIO 45 * 1.200 D +0.500 Lp - 1.400 E7 46 * 1.200 D +0.500 Lp - 1.400 E8 47 * 1.200 D +0.500 Lp - 1.400 E9 48 * 1.200 D +0.500 Lp - 1.400 EIO 49 * 1.200 D+ 1.400 E7 50 * 1.200 D + 1.400 E8 51 • 1.200 D+ 1.400 E9 52 * 1.200 D+ 1.400 EIO 53 * 1.200 D- 1.400 E7 54 * 1.200 D- 1.400 E8 55 * 1.200 D- 1.400 E9 56 * 1.200 D- 1.400 EIO 57 * 0.900 D+ 1.400 E7 58 * 0.900 D+ 1.400 E8 59 * 0.900 D + 1.400 E9 60 * 0.900 D + 1.400 EIO 61 * 0.900 D- 1.400 E7 62 * 0.900 D- 1.400 E8 63 * 0.900 D- 1.400 E9 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- i Building Code: IBC Page 2/11 09/13/13 08:58:41 64 * 0.900 D- 1.400 EIO * = Load combination currently selected to use REACTION MAXIMA AND MINIMA: Frame #0: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 313 Max; 0.36 0.48 157.43 0.00 0.00 0.97 LC: 50 43 40 39 39 47 Min: -0.35 -0.47 91.38 0.00 0.00 -0.99 LC: 62 63 58 39 39 51 Frame #1: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 325 Max: 0.25 65.52 111.60 0.00 0.00 0.06 LC: 58 47 47 39 39 63 Min: -0.26 -57.83 -25.63 0.00 0.00 -0.07 LC: 46 59 59 39 39 51 445 Max: 0.01 0.01 542.29 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.01 231.59 0.00 0.00 -0.07 LC: 45 47 59 39 39 53 446 Max: 0.00 0.01 522.04 0.00 0.00 0.29 LC: 57 59 40 39 39 57 Min: -0.00 -0.01 206.42 0.00 0.00 -0.29 LC: 45 47 63 39 39 53 455 Max: 408.38 138.92 572.74 0.00 0.00 0.00 LC: 62 47 41 39 39 39 Min: -415.87 -110.00 125.15 0.00 0.00 0.00 LC: 42 59 61 39 39 39 456 Max: -5.53 281.33 312.47 24.38 -30.06 0.08 LC: 63 47 40 59 63 41 Min: -15.66 -256.98 137.86 -25.80 -85.10 -0.04 LC: 40 59 59 47 40 61 457 Max: -5.77 270.90 342.67 25.26 -31.36 0.06 LC: 63 63 40 51 63 57 Min: -24.12 -272.86 161.58 -25.16 -131.10 -0.06 LC: 40 43 63 47 40 45 Frame Reaction Envelope RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 3/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz 458 Max: -5.39 276.13 265.41 25.72 -27.62 0.05 LC: 62 63 43 43 62 57 Min: -11.87 -282.65 87.98 -25.51 -64.33 -0.08 LC: 40 43 63 63 40 45 459 Max: -5.76 289.83 206.72 -0.21 -31.26 -0.00 LC: 61 47 40 59 61 63 Min: -11.16 -282.39 112.22 -0.47 -60.52 -0.01 LC: 40 59 59 40 40 40 460 Max: -5.23 269.68 354.19 24.67 -26.34 0.07 LC: 61 47 47 59 61 41 Min: -9.46 -262.73 38.57 -25.17 -51.32 -0.05 LC: 40 59 59 47 40 61 461 Max: -4.41 225.56 352.57 24.07 -21.74 0.05 LC: 61 63 43 51 61 57 Min: -8.36 -236.61 -26.20 -23.52 -45.38 -0.07 LC: 40 43 63 63 40 53 462 Max: -7.66 90.57 287.89 7.19 -41.42 -0.03 LC: 61 63 43 39 61 61 Min: -14.79 -108.59 -53.73 4.62 -79.97 -0.05 LC: 40 43 63 63 40 40 Frarae #4: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 430 Max: 0.01 0.01 464.96 0.00 0.00 0.30 LC: 57 59 47 39 39 57 Min: -0.01 -0.01 11.21 0.00 0.00 -0.31 LC: 45 47 59 39 39 53 431 Max: 0.02 0.02 393.32 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.02 -0.02 173.36 0.00 0.00 -0.07 LC: 45 47 63 39 39 53 432 Max: 0.02 0.02 396.34 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.02 -0.02 183.19 0.00 0.00 -0.07 LC: 45 47 59 39 39 53 433 Max: 0.02 0.02 480.34 0.00 0.00 0.07 LC: 57 59 43 39 39 57 Frame Reaction Envelope RAM Frame V 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code; IBC Page 4/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz Min: -0.02 -0.02 26.88 0.00 0.00 -0.07 LC: 45 47 63 39 39 53 Frame #5; Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 415 Max: 1201.61 1.88 1287.46 0.00 0.00 0.23 LC: 46 40 40 39 39 41 Min: -1144.97 0.67 658.17 0.00 0.00 -0.07 LC; 58 59 59 39 39 61 416 Max: 0.01 0.01 567.21 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.01 281.10 0.00 0.00 -0.07 LC: 45 47 63 39 39 53 417 Max: 0.01 0.02 505.44 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.02 191.80 0.00 0.00 -0.07 LC: 45 47 63 39 39 53 Frame #9: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 378 Max; 0.01 0.02 385.43 0.00 0.00 0.30 LC: 57 60 40 39 39 57 Min: -0.01 -0.02 125.72 0.00 0.00 -0.31 LC: 45 48 60 39 39 53 379 Max: 0.00 0.01 337.08 0.00 0.00 0.30 LC: 57 60 40 39 39 57 Min: -0.00 -0.01 122.74 0.00 0.00 -0.31 LC: 45 48 64 39 39 53 382 Max: 0.04 0.04 530.02 0.00 0.00 0.07 LC; 57 60 48 39 39 57 Min: -0.04 -0.04 10.30 0.00 0.00 -0.07 LC: 45 48 60 39 39 53 383 Max: 0.02 0.02 423.68 0.00 0.00 0.07 LC: 57 60 40 39 39 57 Min; -0.02 -0.03 184.21 0.00 0.00 -0.07 LC; 45 48 64 39 39 53 384 Max: 0.02 0.02 368.26 0.00 0.00 0.07 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase; 13903 Regal Cinemas 12 at PCR- Building Code; IBC Page 5/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz LC: 57 60 40 39 39 57 Min: -0.02 -0.02 176.49 0.00 0.00 -0.07 LC: 45 48 60 39 39 53 385 Max: 0.02 0.02 483.60 0.00 0.00 0.30 LC; 57 60 44 39 39 57 Min; -0.02 -0.02 -10.10 0.00 0.00 -0.31 LC: 45 48 64 39 39 53 Frame #13: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 198 Max; 0.27 13.48 34.62 0.00 0.00 0.33 LC; 42 64 48 39 39 63 Min: -0.27 -13.70 -1.71 0.00 0.00 -0.34 LC: 62 44 60 39 39 43 337 Max: 731.92 179.03 853.07 0.00 0.00 0.00 LC: 46 48 48 39 39 39 Min: -670.86 -155.13 240.52 0.00 0.00 0.00 LC: 58 60 60 39 39 39 338 Max; 0.37 375.67 231.61 0.00 0.00 0.04 LC; 40 48 40 39 39 57 Min: 0.13 -352.77 97.12 0.00 0.00 -0.10 LC: 58 60 60 39 39 45 339 Max; 0.44 365.73 292.18 0.00 0.00 0.04 LC: 40 48 44 39 39 57 Min: 0.20 -335.78 81.72 0.00 0.00 -0.09 LC: 57 60 64 39 39 53 340 Max: 15.81 149.60 374.59 0.51 85.78 0.03 LC: 40 48 44 39 40 40 Min: 8.32 -133.00 -61.06 0.11 45.17 0.02 LC: 57 60 64 40 57 57 342 Max; 0.01 0.01 381.01 0.00 0.00 0.06 LC; 57 60 48 39 39 57 Min: -0.01 -0.01 -81.80 0.00 0.00 -0.06 LC; 45 48 60 39 39 53 343 Max; 0.03 0.04 376.27 0.00 0.00 0.06 LC: 57 60 44 39 39 57 Min: -0.04 -0.04 -86.66 0.00 0.00 -0.06 m RAM Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 6/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz LC: 45 48 64 39 39 53 344 Max: 0.02 48.21 158.21 0.00 0.00 0.00 LC: 40 48 48 39 39 39 Min: 0.01 -37.96 -88.63 0.00 0.00 0.00 LC; 60 60 60 39 39 39 345 Max: 7.73 205.94 284.30 -0.41 41.77 -0.01 LC; 40 48 48 60 40 60 Min: 4.87 -199.02 22.03 -0.64 26.43 -0.03 LC: 60 60 60 40 60 40 346 Max: 9.73 276.89 244.33 -0.37 52.42 -0.01 LC: 40 56 44 60 40 60 Min: 5.83 -270.61 81.56 -0.57 31.61 -0.01 LC: 60 60 64 39 60 39 347 Max; 0.07 89.15 220.55 0.00 0.00 0.00 LC: 48 64 44 39 39 39 Min: 0.02 -95.22 -109.29 0.00 0.00 0.00 LC; 60 44 64 39 39 39 Frame #21: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 222 Max: 34.55 0.28 65.64 0.00 0.00 0.15 LC; 46 44 46 39 39 63 Min; -33.65 -0.28 -35.54 0.00 0.00 -0.15 LC: 58 56 58 39 39 43 232 Max; 48.03 0.09 30.70 0.00 0.00 0.17 LC; 62 44 40 39 39 63 Min: -48.18 -0.09 14.62 0.00 0.00 -0.17 LC; 42 56 58 39 39 43 242 Max: 33.42 0.52 67.19 0.00 0.00 0.12 LC: 62 44 42 39 39 64 Min: -34.61 -0.52 -34.58 0.00 0.00 -0.12 LC: 42 64 62 39 39 44 284 Max: 37.38 0.31 130.45 0.00 0.00 0.10 LC; 46 43 46 39 39 47 Min: -35.96 -0.31 4.02 0.00 0.00 -0.10 LC: 58 63 58 39 39 59 Frame Reaction Envelope V 1 Vj RAM Frame vl4.04.05.00 Page 7/11 RAM^ DataBase: 13903 Regal Cinemas 12 at PCR- 09/13/13 08:58:41 i Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz 292 Max: 50.62 1.22 228.90 0.00 0.00 0.14 LC: 46 43 46 39 39 63 Min: -50.62 -1.21 70.32 0.00 0.00 -0.15 LC: 50 63 58 39 39 51 302 Max: 35.48 1.00 255.08 0.00 0.00 0.16 LC: 62 43 42 39 39 47 Min; -36.90 -0.99 1.73 0.00 0.00 -0.15 LC: 42 63 62 39 39 59 337 Max: 731.92 179.03 853.07 0.00 0.00 0.00 LC: 46 48 48 39 39 39 Min: -670.86 -155.13 240.52 0.00 0.00 0.00 LC; 58 60 60 39 39 39 415 Max: 1201.61 1.88 1287.46 0.00 0.00 0.23 LC; 46 40 40 39 39 41 Min: -1144.97 0.67 658.17 0.00 0.00 -0.07 LC; 58 59 59 39 39 61 426 Max: 0.00 0.01 687.49 0.00 0.00 0.07 LC; 57 59 40 39 39 57 Min: -0.00 -0.01 334.61 0.00 0.00 -0.07 LC: 45 47 58 39 39 53 435 Max: 0.00 0.00 478.26 0.00 0.00 0.29 LC; 57 59 40 39 39 57 Min: -0.00 -0.00 224.71 0.00 0.00 -0.29 LC: 45 47 62 39 39 53 455 Max: 408.38 138.92 572.74 0.00 0.00 0.00 LC: 62 47 41 39 39 39 Min: -415.87 -110.00 125.15 0.00 0.00 0.00 LC: 42 59 61 39 39 39 Frame #22: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 361 Max: 0.02 0.02 430.69 0.00 0.00 0.29 LC: 57 60 46 39 39 57 Min: -0.02 -0.02 -93.04 0.00 0.00 -0.29 LC: 45 48 58 39 39 53 370 Max: 0.01 0.02 490.24 0.00 0.00 0.29 LC: 57 60 42 39 39 57 Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code; IBC Page 8/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz Min: -0.01 -0.02 -54.70 0.00 0.00 -0.29 LC: 45 48 62 39 39 53 388 Max: 0.01 0.02 333.40 0.00 0.00 0.30 LC: 57 60 46 39 39 57 Min: -0.01 -0.02 59.18 0.00 0.00 -0.31 LC; 45 48 58 39 39 53 397 Max; 0.01 0.02 351.57 0.00 0.00 0.30 LC: 57 60 42 39 39 57 Min; -0.01 -0.02 70.31 0.00 0.00 -0.31 LC: 45 48 62 39 39 53 427 Max: 0.01 0.01 588.39 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.01 191.59 0.00 0.00 -0.07 LC: 45 47 58 39 39 53 436 Max; 0.00 0.01 377.22 0.00 0.00 0.07 LC: 57 59 42 39 39 57 Min; -0.00 -0.01 81.08 0.00 0.00 -0.07 LC; 45 47 62 39 39 53 Frame #23: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 428 Max; 0.01 0.01 385.76 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.01 127.38 0.00 0.00 -0.07 LC: 45 47 58 39 39 53 437 Max: 0.01 0.01 263.15 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min; -0.01 -0.01 123.10 0.00 0.00 -0.07 LC; 45 47 61 39 39 53 447 Max; 0.00 0.00 342.46 0.00 0.00 0.07 LC; 57 59 40 39 39 57 Min; -0.00 -0.00 117.54 0.00 0.00 -0.07 LC: 45 47 62 39 39 53 Frame #24: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 391 Max; 0.01 0.01 478.06 0.00 0.00 0.07 Frame Reaction Envelope RAM Frame v 14.04.05.00 DataBase; 13903 Regal Cinemas 12 at PCR- Building Code; IBC Page 9/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz LC; 57 60 46 39 39 57 Min: -0.01 -0.01 50.96 0.00 0.00 -0.07 LC; 45 48 58 39 39 53 400 Max; 0.02 0.02 465.20 0.00 0.00 0.07 LC: 57 60 40 39 39 57 Min: -0.02 -0.02 171.14 0.00 0.00 -0.07 LC; 45 48 62 39 39 53 409 Max; 0.01 0.01 414.44 0.00 0.00 0.07 LC: 57 59 40 39 39 57 Min: -0.01 -0.01 186.60 0.00 0.00 -0.07 LC; 45 47 58 39 39 53 420 Max; 0.01 0.02 432.38 0.00 0.00 0.07 LC; 57 59 42 39 39 57 Min: -0.01 -0.02 103.53 0.00 0.00 -0.07 LC: 45 47 62 39 39 53 439 Max; 0.01 0.01 494.81 0.00 0.00 0.30 LC; 57 59 46 39 39 57 Min: -0.01 -0.01 12.39 0.00 0.00 -0.31 LC: 45 47 58 39 39 53 449 Max: 0.01 0.01 515.56 0.00 0.00 0.30 LC: 57 59 42 39 39 57 Min: -0.01 -0.01 29.34 0.00 0.00 -0.31 LC: 45 47 62 39 39 53 Frame #25: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 386 Max: 0.01 0.01 386.26 0.00 0.00 0.08 LC: 57 60 45 39 39 57 Min; -0.01 -0.01 38.27 0.00 0.00 -0.09 LC; 45 48 57 39 39 53 395 Max: 0.01 0.01 368.86 0.00 0.00 0.08 LC: 57 60 41 39 39 57 Min: -0.01 -0.01 29.86 0.00 0.00 -0.09 LC: 45 48 61 39 39 53 424 Max: 0.00 0.00 264.28 0.00 0.00 0.08 LC: 57 59 40 39 39 57 Min: -0.00 -0.00 139.41 0.00 0.00 -0.09 Frame Reaction Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC Page 10/11 09/13/13 08:58:41 Node Rx Ry Rz Mxx Myy Tzz LC: 45 47 60 39 39 53 434 Max: 0.01 0.01 391.99 0.00 0.00 0.08 LC: 57 59 45 39 39 57 Min: -0.01 -0.01 58.96 0.00 0.00 -0.09 LC: 45 47 57 39 39 53 443 Max: 0.02 0.02 374.69 0.00 0.00 0.08 LC; 57 59 41 39 39 57 Min: -0.02 -0.02 48.54 0.00 0.00 -0.09 LC: 45 47 61 39 39 53 Frarae #26: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 349 Max: 129.38 0.06 412.72 0.00 0.00 0.03 LC: 45 60 45 39 39 60 Min; -112.65 -0.15 -239.88 0.00 0.00 -0.17 LC: 57 48 57 39 39 48 359 Max: 116.98 0.11 392.89 0.00 0.00 0.15 LC: 61 60 41 39 39 48 Min: -123.53 -0.15 -242.86 0.00 0.00 -0.11 LC: 49 48 61 39 39 60 Frame #27: Node Rx Ry Rz Mxx Myy Tzz kips kips kips kip-ft kip-ft kip-ft 414 Max: 153.23 0.16 344.74 0.00 0.00 0.22 LC: 53 44 45 39 39 44 Min: -145.40 -0.16 -195.33 0.00 0.00 -0.22 LC: 57 64 57 39 39 64 425 Max: 150.82 0.15 350.79 0.00 0.00 0.24 LC; 61 43 41 39 39 63 Min; -160.22 -0.14 -195.28 0.00 0.00 -0.24 LC; 41 63 61 39 39 43 444 Max; 178.43 0.16 378.69 0.00 0.00 0.23 LC; 45 43 45 39 39 44 Min: -163.21 -0.16 -218.19 0.00 0.00 -0.23 LC; 57 63 57 39 39 56 454 Max: 168.03 0.16 372.39 0.00 0.00 0.24 LC: 61 43 41 39 39 63 Frame Reaction Envelope RAM Frame vl4.04.05.00 Page 11/11 DataBase: 13903 Regal Cinemas 12 at PCR- 09/13/13 08:58:41 Building Code: IBC Node Rx Ry Rz Mxx Myy Tzz Min; -171.37 -0.16 -229.85 0.00 0.00 -0.24 LC; 49 63 61 39 39 43 I I 1 I I I I I I I I I I I I I I I I I o s o u I fa 2 w 1 (N tN Pi U Ol 4J !t tN CO (C E <u G -H U (1) « o CD V I 4gym "'tp* 'm.m.m CD ; ol ^ o mP? I CO ""ti |» or a. -0 ooTj 83"^ g-N? f** *N |<> 6o 1* ^ ^ St. 1^ o ^1 J -1 a « &2- fe-i^ S-V S-oT tr- fr^ tt^ f\ fF> iS4 S*? r* t ^\ ^-S S-SL S-V^'^^ 03 i LO -^t* M • i ! lo •<». ^ *^ ^ 5f I 5^; CO- nt , LO OO r^ O _ /s 91 o>13s CD <Ts .CP.O Lo><3r s a. V r% il I o o" o <3o •sJ> oo «1 •I of •e- V V V at iA ii W I) 5f s CL. s ft .it .ii cio D i .S (X-U c --—' C /A U ,. V —• 5 c s •So i i I Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC -'44 09/13/13 10:56:20 Concrete Code: ACI 318-08 Story: 1ST CONCFL Column No 18 IK 126 110 145 End Case Condition Axial Mmajor Mminor (kip) (kip-ft) (kip-ft) Top Dead Load 214.13 -3.43 -13.92 Live Load Max Mmajor-r 49.98 0.47 -0.63 Max Mmajor-45.23 -0.04 -0.70 Max Mminori-0.00 0.00 0.00 Max Mminor-95.21 0.44 -1.33 Sum All Axial 95.21 Bot Dead Load 214.13 1.64 7.17 Live Load Max Mmajor+ 49.98 0.01 0.36 Max Mmajor-45.23 -0.23 0.48 Max Mminor+ 0.00 -0.23 0.84 Max Mminor-95.21 0.00 0.00 Live Load Reduction Factors: Reducible LL = 56.20% Storage LL= 0.00% Top Dead Load 37.74 -0.33 -13.15 Live Load Max Mmajor-^-7.37 0.25 -1.30 Max Mmajor-0.12 -0.33 -0.49 Max Mminor+ 0.00 0.00 0.00 Max Mminor-7.49 -0.07 -1.79 Sum All Axial 7.49 Bot Dead Load 37.74 0.46 6.54 Live Load Max Mmajor+ 7.37 0.32 0.24 Max Mmajor-0.12 -0.11 0.65 Max Mminor+ 0.00 0.21 0.89 Max Mminor-7.49 0.00 0.00 Live Load Reduction Factors: Reducible LL = 47.68% Storage LL= 0.00% Top Dead Load 135.53 2.34 5.27 Live Load Max Mmajor+ 0.08 0.11 -0.09 Max Mmajor-44.76 -0.72 1.17 Max Mminor+ 44.76 -0.72 1.17 Max Mminor-0.08 0.11 -0.09 Sum All Axial 44.84 Bot Dead Load 135.53 -1.20 -2.31 Live Load Max Mmajor+ 0.08 0.33 -0.55 Max Mmajor-44.76 -0.05 0.20 Max Mminor+ 44.76 -0.05 0.20 Max Mminor-0.08 0.33 -0.55 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL= 0.00% Top Dead Load 191.68 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 m RAM Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 2/36 09/13/13 10:56:20 Concrete Code; ACI 318-08 End Case Condition Axial Mmajor Mminor Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 60.70 Bot Dead Load 191.68 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 49.23% Storage LL = 0.00% Top Dead Load 189.72 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 82.67 Bot Dead Load 189.72 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 54.43% Storage LL = 0.00% Top Dead Load 129.03 -9.43 -5.14 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-41.90 -4.37 1.79 Max Mminorr -4.63 -0.97 3.65 Max Mminor-46.53 -3.40 -1.86 Sum All Axial 41.90 Bot Dead Load 129.03 4.59 2.83 Live Load Max Mmaior+ 0.00 2.12 -0.70 Max Mmajor-41.90 0.00 0.00 Max Mminor+ -4.63 1.65 0.94 Max Mminor-46.53 0.47 -1.63 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 228.16 0.00 0.00 Live Load Max Mmajorf 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 93.80 Bot Dead Load 228.16 -0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Column No 33 86 1 47 Column Design Forces RAM Concrete Analysis V 14.04.05.00 Page 3/36 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC 09/13/13 10:56:20 Building Code: IBC Concrele Code: ACI 318-08 Column No End Case Condition Axial Mmajor Mminor Max Mmajor- 0.00 0.00 0.00 1(3 100 Mo 23 ^43 166 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 58.58% Storage LL = 0.00% Top Dead Load 218.29 -3.98 -15.57 Live Load Max Mmajor+ 44.23 0.16 -0.49 Max Mmajor-50.36 -1.17 -0.91 Max Mminor+ 0.00 0.00 0.00 Max Mminor-94.59 -1.02 -1.39 Sum All Axial 94.59 Bot Dead Load 218.29 1.91 7.98 Live Load Max Mmajor+ 44.23 0.58 0.62 Max Mraajor-50.36 -0.09 0.25 Max Mminori-0.00 0.49 0.87 Max Mminor-94.59 0,00 0.00 Live Load Reduction Factors; Reducible LL = 51.87% Storage LL = 0.00% Top Dead Load 182.75 6.11 4.84 Live Load Max Mmajor+ 33.01 5.20 0.26 Max Mmajor-23.41 -2.16 -0.22 Max Mminor+ 33.01 5.20 0.26 Max Mminor-23.41 -2.16 -0.22 Sum All Axial 56.41 Bot Dead Load 182.75 -3.05 -2.09 Live Load Max Mmajor+ 33.01 1.07 0.27 Max Mmajor-23.41 -2.57 -0.12 Max MminorH-33.01 1.07 0.27 Max Mminor-23.41 -2.57 -0.12 Live Load Reduction Factors; Reducible LL = 50.93% Storage LL = 0.00% Top Dead Load 108.39 -0.35 1.70 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-70.19 -1.19 7.41 Max Mminor+ 70.69 -0.67 8.70 Max Mrainor--0.50 -0.52 -1.29 Sum All Axial 70.19 Bot Dead Load 108.39 -0.06 0.38 Live Load Max Mmajor+ 0.00 0.45 -2.89 Max Mmajor-70.19 0.00 0.00 Max Mminor+ 70.69 0.16 0.72 Max Mminor--0.50 0.30 -3.62 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 50.87 -0.86 25.75 Ill RAM Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 4/36 09/13/13 10:56:20 Concrete Code; ACI 318-08 End Case Condition Axial Mmajor Mminor Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-17.02 -0.53 3.98 Max Mminor+ 17.02 -0.53 3.98 Max Mminor-0.00 0.00 0.00 Sum All Axial 17.02 Bot Dead Load 50.87 0.69 -12.72 Live Load Max Mmajori-0.00 0.42 -1.96 Max Mmajor-17.02 0.00 0.00 Max Mminori-17.02 0.00 0.00 Max Mminor-0.00 0.42 -1.96 Live Load Reduction Factors: Reducible LL = 47.70% Storage LL = 0.00% Top Dead Load 168.44 14.10 -28.46 Live Load Max Mmajor+ 46.24 8.25 -11.83 Max Mmajor-1.53 -0.33 -0.20 Max Mminorf 0.00 0.00 0.00 Max Mminor-47.77 7.92 -12.03 Sum All Axial 47.77 Bot Dead Load 168.44 -7.00 14.31 Live Load Max Mmajor+ 46.24 0.16 0.26 Max Mmajor-1.53 -4.08 5.85 Max Mminor+ 0.00 -3.93 6.11 Max Mminor-47.77 0.00 0.00 Live Load Reduction Factors; Reducible LL = 16.83% Storage LL = 0.00% Top Dead Load 78.10 7.36 -10.15 Live Load Max Mmajor+ 12.50 1.09 -2.32 Max Mmajor-0.00 0.00 0.00 Max Mminori-0.00 0.00 0.00 Max Mminor-12.50 1.09 -2.32 Sum All Axial 12.50 Bot Dead Load 78.10 -5.54 5.57 Live Load Max Mmajor+ 12.50 0.00 0.00 Max Mmajor-0.00 -0.83 1.41 Max Mminor+ 0.00 -0.83 1.41 Max Mminor-12.50 0.00 0.00 Live Load Reduction Factors; Reducible LL = 28.49% Storage LL = 0.00% Top Dead Load 232.42 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 109.49 Bot Dead Load 232.42 -0.00 0.00 Column No 76 149 37 Ill MM Column Design Forces RAxM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 5/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 90 5^0 13 5^1 121 End Case Condition Axial Mmajor Mminor Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 59.21% Storage LL = 0.00% Top Dead Load 223.69 0.00 0.00 Live Load Max Mmaior+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 76.00 Bot Dead Load 223.69 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 53.19% Storage LL = 0.00% Top Dead Load 132.91 -0.57 2.46 Live Load Max Mmajor+ 17.27 0.00 -0.02 Max Mmajor-71.45 -0.16 8.43 Max Mminor+ 71.45 -0.16 8.43 Max Mminor-17.27 0.00 -0.02 Sum All Axiai 88.73 Bot Dead Load 132.91 0.04 0.01 Live Load Max Mmajor+ 17.27 0.05 -3.48 Max Mmajor-71.45 -0.05 0.06 Max Mminor+ 71.45 -0.05 0.06 Max Mminor-17.27 0.05 -3.48 Live Load Reduction Factors: Reducible LL = 50.00% Storage LL = 0.00% Top Dead Load 26.21 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 7.62 Bot Dead Load 26.21 -0.00 -0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 49.52% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 6/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 188.29 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 ^7 Max Mminor-0.00 0.00 0.00 Sum All Axial 63.17 Bot Dead Load 188.29 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0,00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 51.92% Storage LL = 0.00% Top Dead Load 139.70 -4.68 -12.02 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-37.26 -1.87 -8.00 Max Mminor+ 2.48 -0.64 1.48 Max Mminor-34.78 -1.23 -9.48 Sum All Axial 37.26 Bot Dead Load 139.70 2.25 6.22 Live Load Max Mmajor-i-0.00 0.90 4.12 Max Mmajor-37.26 0.00 0.00 Max Mminor+ 2.48 0.59 4.68 Max Mminor-34.78 0.31 -0.56 Live Load Reduction Factors: Reducible LL = 33.89% Storage LL = 0.00% Top Dead Load 188.88 0.00 0.00 Live Load Max Mmajor-H 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 52.66 Bot Dead Load 188.88 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max MminoH-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 47.40% Storage LL = 0.00% Top Dead Load 179.50 -0.16 0.02 Live Load Max Mmajor+ 17.50 0.06 0.75 Max Mmajor-89.22 -0.17 -0.44 Max Mminor+ 17.50 0.06 0.75 "Ob Max Mminor-89.22 -0.17 -0.44 Sum All Axia! 106.72 Column 105 66 ] 140 27 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 7/36 09/13/13 10:56:20 Concrete Code; ACI 318-08 End Case Condition Axial Mmajor Mminor Bot Dead Load 179.50 0.03 0.30 Live Load Max Mmajor+ 17.50 0.08 0.38 Max Mmajor-89.22 -0.05 -0.36 Max Mminor+ 17.50 0.08 0,38 Max Mminor-89.22 -0.05 -0.36 Live Load Reduction Factors; Reducible LL = 36.38% Storage LL = 0.00% Top Dead Load 54.68 -0.03 25.97 Live Load Max Mmajor+ 5.41 0.07 0.57 Max Mmajor-9.27 -0.27 15.93 Max Mminor+ 14.67 -0.20 16.50 Max Mminor-0.00 0.00 0.00 Sum All Axial 14.67 Bot Dead Load 54.68 0.28 -12.82 Live Load Max Mmajor+ 5.41 0.28 -7.88 Max Mmajor-9.27 -0.02 -0.27 Max Mminor+ 14.67 0.00 0.00 Max Mminor-0.00 0.26 -8.16 Live Load Reduction Factors; Reducible LL = 42.39% Storage LL - 0.00% Top Dead Load 160.17 -8.02 5.01 Live Load Max Mmajor+ 3.91 2.60 0.05 Max Mmajor-26.44 -6.33 0.19 Max Mminorf 30.35 -3.74 0.24 Max Mminor-0.00 0.00 0.00 Sum All Axial 30.35 Bot Dead Load 160.17 3.91 -2.17 Live Load Max Mmajor+ 3.91 3.10 -0.08 Max Mmajor-26.44 -1.27 0.13 Max Mminor+ 30.35 -1.27 0.13 Max Mminor-0.00 3.10 -0.08 Live Load Reduction Factors: Reducible LL = 50.82% Storage LL - 0.00% Top Dead Load 107.96 4.27 1.67 Live Load Max Mmajor+ 68.76 3.94 4.62 Max Mmajor-0.00 0.00 0.00 Max Mminor-I-68.76 3.94 4.62 Max Mminor-0.00 0.00 0.00 Sum All Axial 68.76 Bot Dead Load 107.96 -2.34 0.42 Live Load Max Mmajorf 68.76 0.00 0.00 Max Mmajor-0.00 -2.07 -1.51 Max Mminor-i-68.76 -0.18 0.08 Max Mminor-0.00 -1.89 -1.58 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Column No 170 80 ^^1 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 8/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 162.38 0.00 0.00 Live Load Max Mmajor-f-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 49.34 Bot Dead Load 162.38 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 51.60% Storage LL= 0.00% Top Dead Load 147.11 1.19 -14.69 Live Load Max Mmajor+ 36.70 0.29 -9.74 Max Mmajor-4.29 -0.19 0.05 Max Mminor+ 4,29 -0.19 0.05 Max Mminor-36.70 0.29 -9.74 Sum All Axial 40.99 Bot Dead Load 147.11 -0.64 7.54 Live Load Max Mmajori-36.70 0.09 0.14 Max Mmajor-4.29 -0.16 4.81 Max Mminori-4.29 -0.07 4.95 Max Mminor-36.70 0.00 0.00 Live Load Reduction Factors: Reducible LL = 34.33% Storage LL= 0.00% Top Dead Load 194.46 2.59 4.58 Live Load Max Mmajor+ 104.04 1.52 -0.16 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 23.07 0.05 0.38 Max Mminor-80.97 1.47 -0.54 Sum All Axial 104.04 Bot Dead Load 194.46 -1.32 -1.94 Live Load Max Mmajor+ 104.04 0.00 0.00 Max Mmajor-0.00 -0.76 0.26 Max Mminorf 23.07 -0.73 0.44 Max Mminor-80.97 -0.03 -0.18 Live Load Reduction Factors: Reducible LL = 59.39% Storage LL= 0.00% Top Dead Load 124.33 -2.82 1.90 Live Load Max Mmajorf -1.70 0.26 1.36 Max Mmajor-43.29 -2.82 -0.56 Max Mminor-i--1.70 0.26 1.36 Max Mminor-43.29 -2.82 -0.56 Sum All Axial 41.59 Column No 95 56 17 4tro 109 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 9/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 144 70 85 End Case Condition Axial Mmajor Mminor Bot Dead Load 124.33 1.34 -0.65 Live Load Max Mmajor+ -1.70 1.36 0.30 Max Mmajor-43.29 -0.13 -0.51 Max Mminor+ -1.70 1.36 0.30 Max Mminor-43.29 -0.13 -0.51 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 180.27 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 41.18 Bot Dead Load 180.27 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 47.69% Storage LL = 0.00% Top Dead Load 142.97 0.34 2.53 Live Load Max Mmajor+ 43.87 0.94 -0.71 Max Mmajor-0.09 -0.37 -0.24 Max Mminor+ 0.00 0.00 0.00 Max Mminor-43.96 0.57 -0.94 Sum All Axial 43.96 Bot Dead Load 142.97 -0.21 -0.95 Live Load Max Mmajor-i-43.87 0.19 0.28 Max Mmajor-0.09 -0.49 0.37 Max Mminor+ 0.00 -0.30 0.65 Max Mminor-43.96 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 222.56 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 71.33 Bot Dead Load 222.56 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 51.60% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 10/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 148.16 0.01 -10.74 Live Load Max Mmajor+ 4.98 0.24 1.34 Max Mmajor-36.99 -0.11 -8.62 Max Mminor+ 4.98 0.24 1.34 Max Mminor-36.99 -0.11 -8.62 Sum All Axial 41.96 Bot Dead Load 148.16 -0.06 5.59 Live Load Max Mmajor+ 4.98 0.04 4.26 Max Mmajor-36.99 -0.12 -0.49 Max Mminor+ 4.98 0.04 4.26 Max Mminor-36.99 -0.12 -0.49 Live Load Reduction Factors: Reducible LL = 34.64% Storage LL = 0.00% Top Dead Load 190.72 -56.29 2.84 Live Load Max Mmajor+ 7.06 0.08 0.82 Max Mmajor-75.89 -14.95 -3.10 Max Mminor+ 7.06 0.08 0.82 Max Mminor-75.89 -14.95 -3.10 Sum All Axial 82.96 Bot Dead Load 190.72 30.80 -1.08 Live Load Max Mmajor+ 7.06 8.19 1.70 Max Mmajor-75.89 -0.07 -0.38 Max Mminor+ 7.06 8.19 1.70 Max Mminor-75.89 -0.07 -0.38 Live Load Reduction Factors: Reducible LL = 12.61% Storage LL= 0.00% Top Dead Load 184.52 7.43 -1.53 Live Load Max Mmajor+ 35.56 4.74 -0.44 Max Mmajor-22.55 -2.36 -0.15 Max Mminor+ 0.00 0.00 0.00 Max Mminor-58.11 2.38 -0.59 Sum All Axial 58.11 Bot Dead Load 184.52 -3.70 1.04 Live Load Max Mmajor+ 35.56 1.16 0.23 Max Mmajor-22.55 -2.35 0.22 Max Mminor+ 0.00 -1.18 0.46 Max Mminor-58.11 0.00 0.00 Live Load Reduction Factors: Reducible LL = 57.08% Storage LL = 0.00% Top Dead Load 169.69 -2.19 -46.05 Live Load Max Mmajor+ 0.23 0.33 -0.45 Max Mmajor-60.37 -2.63 -30.50 Max Mminor+ 0.00 0.00 0.00 Max Mminor-60.60 -2.30 -30.95 Sum All Axial 60.60 Column 46 No 99 60 3o( m RAM Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 11/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 165 102 4t HS End Case Condition Axial Mmajor Mminor Bot Dead Load 169.69 1.04 25.55 Live Load Max Mmajor+ 0.23 1.27 16.74 Max Mmajor-60.37 -0.16 0.42 Max Mminor+ 0.00 1.11 17.16 Max Mminor-60.60 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 39.29 -0.28 22.41 Live Load Max Mmajor+ 5.04 0.09 3.68 Max Mmajor-3.92 -0.21 1.23 Max Mminor+ 8.95 -0.12 4.92 Max Mminor-0.00 0.00 0.00 Sum All Axial 8.95 Bot Dead Load 39.29 0.40 -11.07 Live Load Max Mmajor+ 5.04 0.24 -0.61 Max Mmajor-3.92 -0.02 -1.81 Max Mminor+ 8.95 0.00 0.00 Max Mminor-0.00 0.22 -2.42 Live Load Reduction Factors: Reducible LL = 12,12% Storage LL = 0.00% Top Dead Load 22.34 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminorf 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 10.91 Bot Dead Load 22.34 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 113.70 -6.71 -24.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-20.95 -1.00 -3.87 Max Mminor+ 0.00 0.00 0.00 Max Mminor-20.95 -1.00 -3.87 Sum All Axial 20.95 Bot Dead Load 113.70 4.94 17.11 Live Load Max Mmajorf 0.00 0.73 2.92 Max Mmajor-20.95 0.00 0.00 Max Mminor+ 0.00 0.73 2.92 Max Mminor-20.95 0.00 0.00 Live Load Reduction Factors: Reducible LL = 28.49% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 12/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 75 36 ^'1 89 112 45r End Case Condition Axial Mmajor Mminor Top Dead Load 183.40 160.79 -0.36 Live Load Max Mmajor+ 80.00 77.98 -8.78 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 48.84 44.16 10.65 Max Mminor-31.16 33.82 -19.43 Sum All Axial 80.00 Bot Dead Load 183.40 -91.65 0.47 Live Load Max Mmajor+ 80.00 0.00 0.00 Max Mmajor-0.00 -44.45 4.51 Max Mminor+ 48.84 -19.27 9.73 Max Mminor-31.16 -25.18 -5.22 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL= 0.00% Top Dead Load 168.33 1.70 -6.72 Live Load Max Mmajor+ 28.07 2.68 -4.69 Max Mmajor-37.44 -2.57 -0.48 Max Mminor+ 0.00 0.00 0.00 Max Mminor-65.51 0.10 -5.17 Sum All Axial 65.51 Bot Dead Load 168.33 -0.89 3.61 Live Load Max Mmajor+ 28.07 1.26 0.41 Max Mmajor-37.44 -1.33 2.32 Max Mminor+ 0.00 -0.07 2.73 Max Mminor-65.51 0.00 0.00 Live Load Reduction Factors; Reducible LL = 37.40% Storage LL= 0.00% Top Dead Load 225.62 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 79.73 Bot Dead Load 225.62 -0.00 0.00 Live Load Max Mmajor-H 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 55.82% Storage LL= 0.00% Top Dead Load 22.76 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 10.77 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 13/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 50 120 104 End Case Condition Axial Mmajor Mminor Bot Dead Load 22.76 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mraajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 164.97 11.06 9.77 Live Load Max Mmajor+ 29.84 10.10 0.55 Max Mmajor-13.92 -2.48 -0.11 Max Mminor+ 29.84 10.10 0.55 Max Mminor-13.92 -2.48 -0.11 Sum All Axial 43.76 Bot Dead Load 164.97 -5.49 -4.50 Live Load Max Mmajor+ 29.84 1.23 0.22 Max Mmajor-13.92 -4.99 -0.25 Max Mminor+ 29.84 1.23 0.22 Max Mminor-13.92 -4.99 -0.25 Live Load Reduction Factors: Reducible LL = 33.40% Storage LL = 0.00% Top Dead Load 132.65 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 41.75 Bot Dead Load 132.65 -0.00 -0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 52.15% Storage LL = 0.00% Top Dead Load 263.36 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 116.38 Bot Dead Load 263.36 0.00 -0.00 Live Load Max Mmajor-H 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0,00 Live Load Reduction Factors: Reducible LL = 54.51% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 14/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column 65 13) No 139 26 169 End Case Condition Axial Mmajor Mminor Top Dead Load 85.46 •43.41 4.44 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-19.32 -16.36 2.79 Max Mminor+ 27.65 -14.37 2.92 Max Mminor--8.33 -1.99 -0,13 Sum All Axial 19.32 Bot Dead Load 85.46 21.32 -1.89 Live Load Max Mmajor-i-0.00 8.02 -1.19 Max Mmajor-19.32 0.00 0.00 Max Mminor-i-27.65 0.97 0.23 Max Mminor--8.33 7.05 -1.41 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 164.78 0.38 -95.96 Live Load Max Mmajor-i-45.30 0.28 -31.33 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-45.30 0.28 -31.33 Sum All Axial 45.30 Bot Dead Load 164.78 -0.33 47.60 Live Load Max Mmajor+ 45.30 0.00 0.00 Max Mmajor-0.00 -0.24 15.65 Max Mminor-i-0.00 -0.24 15,65 Max Mminor-45.30 0.00 0.00 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 185.48 1.38 -2.60 Live Load Max Mmajor+ 107.16 1.54 -2.74 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-107.16 1.54 -2.74 Sum All Axial 107.16 Bot Dead Load 185.48 -0.73 1.59 Live Load Max Mmajor+ 107.16 0.00 0.00 Max Mmajor-0.00 -0.78 1.53 Max Mminor+ 0.00 -0.78 1.53 Max Mminor-107.16 0.00 0.00 Live Load Reduction Factors; Reducible LL = 25.49% Storage LL = 0.00% Top Dead Load 53.74 -0.83 46.52 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-20.78 -0.37 26.73 Max Mminor-(-20.78 -0.37 26.73 Max Mminor-0.00 0.00 0.00 Sum All Axial 20.78 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 15/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 82 79 40 End Case Condition Axial Mmajor Mminor Bot Dead Load 53.74 0.67 -25.08 Live Load Max Mmajor+ 0.00 0.34 -14.42 Max Mmajor-20.78 0.00 0.00 Max Mminor-H 20.78 0.00 0.00 Max Mminor-0.00 0.34 -14.42 Live Load Reduction Factors: Reducible LL = 32.81% Storage LL - 0.00% Top Dead Load 23.29 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-^ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 11.20 Bot Dead Load 23.29 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 163.48 -9.36 -1.45 Live Load Max Mmajor+ 2.98 2.87 0.22 Max Mmajor-29.76 -5.71 -0,34 Max Mminor-i-2.98 2.87 0.22 Max Mminor-29.76 -5.71 -0.34 Sum All Axial 32.74 Bot Dead Load 163.48 4.56 1.01 Live Load Max Mmajor-i-2.98 2.80 0.18 Max Mmajor-29.76 -1.41 0.05 Max Mminor+ 2.98 1.39 0.23 Max Mminor-29.76 0.00 0.00 Live Load Reduction Factors: Reducible LL = 57.03% Storage LL = 0.00% Top Dead Load 208.23 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 64.38 Bot Dead Load 208.23 0.00 -0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 56.03% Storage LL = 0.00% Ill RAM Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 16/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 211.28 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 87.01 Bot Dead Load 211.28 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 57.48% Storage LL= 0.00% Top Dead Load 153.70 -151.66 34.80 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-35.29 -51.16 8.11 Max Mminor+ 34.99 -50.91 8.65 Max Mminor-0.30 -0.25 -0.54 Sum All Axial 35.29 Bot Dead Load 153.70 74.49 -22.94 Live Load Max Mmajor+ 0.00 25.09 -4.83 Max Mmajor-35.29 0.00 0.00 Max Mminor-t-34.99 0.13 1.10 Max Mminor-0.30 24.96 -5.92 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL= 0.00% Top Dead Load 175,24 4.44 1.72 Live Load Max Mmajor+ 41.37 0.71 4.12 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 41.37 0.71 4.12 Max Mminor-0.00 0.00 0.00 Sum All Axial 41.37 Bot Dead Load 175.24 -2.24 -0.54 Live Load Max Mmajor+ 41.37 0.00 0.00 Max Mmajor-0.00 -0.36 -1.85 Max Mminor+ 41.37 0.00 0.00 Max Mminor-0.00 -0.36 -1.85 Live Load Reduction Factors; Reducible LL = 50.00% Storage LL= 0.00% Top Dead Load 144.73 3.06 -0.87 Live Load Max Mmajor+ 76.24 1.44 -0.77 Max Mmajor-5.74 -0.25 0.27 Max Mminor+ 5.74 -0.25 0.27 Max Mminor-76.24 1.44 -0.77 Sum All Axial 81.99 Column No 94 115 55 16 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 17/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 124 ^^1 108 143 End Case Condition Axial Mmajor Mminor Bot Dead Load 144.73 -1.56 0.74 Live Load Max Mmajor+ 76.24 0.09 -0.11 Max Mmajor-5.74 -0.71 0,55 Max Mminor+ 5.74 -0.71 0.55 Max Mminor-76.24 0.09 -0.11 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL - 0.00% Top Dead Load 125.18 0.00 0.00 Live Load Max Mmajori-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 50.46 Bot Dead Load 125.18 -0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 50.04% Storage LL = 0.00% Top Dead Load 171.01 -2.81 -73.54 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-54.74 -1.27 -27.52 Max Mminorf 0.00 0.00 0.00 Max Mminor-54.74 -1.27 -27.52 Sum All Axial 54.74 Bot Dead Load 171.01 1.34 40.61 Live Load Max Mmajor+ 0.00 0.60 15.27 Max Mmajor-54.74 0.00 0.00 Max Mminor+ 0.00 0.60 15.27 Max Mminor-54.74 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 175.32 0.84 -62.87 Live Load Max Mmajori-18.60 0.23 -11.29 Max Mmajor-20.12 -0.05 -0.40 Max Mminor+ 0.00 0.00 0.00 Max Mminor-38.72 0.18 -11.70 Sum All Axial 38,72 Bot Dead Load 175.32 -0.68 32.52 Live Load Max Mmajor+ 18.60 0.04 0.40 Max Mmajor-20.12 -0.19 5.79 Max Mminor+ 0.00 -0.15 6.19 Max Mminor-38.72 0.00 0.00 Live Load Reduction Factors; Reducible LL = 43.99% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 18/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 136.06 1.63 2.98 Live Load Max Mmajor-i-43.15 1.52 1.61 Max Mmajor--2.23 -0.21 2.01 Max Mminor+ 40.92 1.31 3,63 Max Mrainor-0.00 0.00 0,00 Sum All Axial 40.92 Bot Dead Load 136.06 -0.85 -1.17 Live Load Max Mmajor+ 43.15 0.11 -0.83 Max Mmajor--2.23 -0.78 -0.77 Max Mminor+ 40.92 0.00 0.00 Max Mminor-0.00 -0.67 -1.60 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL --= 0.00% Top Dead Load 146.66 1.54 6.17 Live Load Max Mmajor+ 46.58 2.34 -0.43 Max Mmajor--0.58 -0.29 0.50 Max Mminor+ -0.58 -0.29 0.50 Max Mminor-46.58 2.34 -0.43 Sum All Axial 46.00 Bot Dead Load 146.66 -0.80 -2.73 Live Load Max Mmajor+ 46.58 0.15 -0.08 Max Mmajor--0.58 -1.18 0.23 Max Mminor+ -0.58 -1.18 0.23 Max Mminor-46.58 0.15 -0.08 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 318.47 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 124.77 Bot Dead Load 318.47 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 59.47% Storage LL - 0.00% Top Dead Load 136.12 3.51 1.28 Live Load Max Mmajor+ 37.73 3.48 4.46 Max Mmajor-0.00 0.00 0.00 Max Mminor+ -5.86 1.65 4.67 Max Mminor-43.59 1.83 -0.21 Sum All Axial 37.73 Column 69 ^1 No 30 84 45 11 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 19/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 98 59 End Case Condition Axial Mmajor Mminor Bot Dead Load 136.12 -1.79 -0.32 Live Load Max Mmajor+ 37.73 0.00 0.00 Max Mmajor-0.00 -1.74 -2.01 Max Mminor+ -5.86 -0.93 0.13 Max Mminor-43.59 -0.82 -2.13 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 169.63 -61.66 0.22 Live Load Max Mmajor+ -0.01 0.13 -0.14 Max Mmajor-72.76 •18.32 0.42 Max Mminor+ 72.76 -18.32 0.42 Max Mminor--0.01 0.13 -0.14 Sum All Axial 72.74 Bot Dead Load 169.63 33.74 0.21 Live Load Max Mmajort--0,01 10.04 -0.03 Max Mmajor-72.76 -0.10 0.09 Max Mminor+ 72.76 -0.10 0.09 Max Mminor--0.01 10.04 -0.03 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 188.58 8.36 -3.27 Live Load Max Mmajor-i-31.51 3.96 4.51 Max Mmajor-38.34 -0.23 -2.54 Max Mminor+ 31.51 3.96 4.51 Max Mminor-38.34 -0.23 -2,54 Sum All Axial 69.86 Bot Dead Load 188.58 -4.16 1.90 Live Load Max Mmajor+ 31.51 0.11 1.41 Max Mmajor-38.34 -1.97 -2.21 Max Mminor+ 31.51 0.11 1.41 Max Mminor-38.34 -1.97 -2.21 Live Load Reduction Factors; Reducible LL = 37.67% Storage LL = 0.00% Top Dead Load 173.51 -1.70 60.38 Live Load Max Mmajor+ -2.26 0.21 1.18 Max Mmajor-82.18 -2.85 47.98 Max Mminor+ 79.92 -2.64 49.16 Max Mminor-0.00 0.00 0.00 Sum All Axial 79.92 Bot Dead Load 173.51 0.79 -32.78 Live Load Max Mmajor+ -2.26 1.38 -26.27 Max Mmajor-82.18 -0.10 -0.48 Max Mminor+ 79.92 0.00 0.00 Max Mminor-0.00 1.28 -26.75 Live Load Reduction Factors; Reducible LL= 0.00% Storage LL= 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 20/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column 128 • No l'l 20 147 74 415 End Case Condition Axial Mmajor Mminor Top Dead Load 67.19 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 14.66 Bot Dead Load 67.19 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 44.06% Storage LL = 0.00% Top Dead Load 145.64 -0.33 4.22 Live Load Max Mmajor+ -0.26 0.04 0.38 Max Mmajor-44.62 -0.39 -0.59 Max Mminor+ -0.26 0.04 0.38 Max Mminor-44,62 -0.39 -0.59 Sum All Axial 44.36 Bot Dead Load 145.64 0.12 -1.76 Live Load Max Mmajort--0.26 0.16 0.31 Max Mmajor-44.62 -0.01 -0.01 Max Mminor+ -0.26 0.16 0.31 Max Mminor-44.62 -0.01 -0.01 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0,00% Top Dead Load 190.13 0.35 -62.93 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-40.75 -0.25 -11.95 Max Mminor+ 0.00 0.00 0.00 Max Mminor-40.75 -0.25 -11.95 Sum All Axial 40.75 Bot Dead Load 190.13 -0.31 32.53 Live Load Max Mmajor-i-0.00 0.17 6.31 Max Mmajor-40.75 0.00 0.00 Max Mminor+ 0.00 0.17 6.31 Max Mminor-40.75 0.00 0.00 Live Load Reduction Factors: Reducible LL = 43.99% Storage LL = 0.00% Top Dead Load 267.65 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminori-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 94.61 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 21/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 35 88 49 End Case Condition Axial Mmajor Mminor Bot Dead Load 267.65 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor^-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 55.57% Storage LL = 0.00% Top Dead Load 176.79 -80.36 1.25 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-78.21 •57.29 5.58 Max Mminor+ 17.65 -23.59 5.71 Max Mminor-60.56 -33.71 -0.13 Sum All Axial 78.21 Bot Dead Load 176.79 43.99 -0.31 Live Load Max Mmajor+ 0.00 31.37 -2.56 Max Mraajor-78.21 0.00 0.00 Max Mminori-17.65 18.45 0.09 Max Mminor-60.56 12.92 -2,64 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 219.12 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 85.27 Bot Dead Load 219.12 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 49.89% Storage LL = 0.00% Top Dead Load 154.18 10.61 -1.55 Live Load Max Mmajorf 29.30 10.05 0.53 Max Mmajor-13.11 -2.86 -0.03 Max Mminor-l-29.30 10.05 0.53 Max Mminor-13.11 -2.86 -0.03 Sum All Axial 42.41 Bot Dead Load 154.18 -5.27 1.07 Live Load Max Mmajori-29.30 1.41 0.18 Max Mmajor-13.11 -4.96 -0.25 Max Mminor+ 29.30 1.41 0.18 Max Mrainor-13.11 -4.96 -0.25 Live Load Reduction Factors; Reducible LL = 33.40% Storage LL= 0.00% Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 22/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 140.45 5.52 0.99 Live Load Max Mmajor-i-42.83 2.10 -1.39 Max Mmajor--0.26 -0.05 0.23 Max Mminor-^ -0.26 -0.05 0.23 Max Mminor-42.83 2.10 -1.39 Sum All Axial 42.57 Bot Dead Load 140.45 -2.76 -0.17 Live Load Max Mmajor+ 42.83 0.03 0.06 Max Mmajor--0.26 -1.06 0.71 Max Mminor+ -0.26 -1.03 0.76 Max Mminor-42.83 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 111.65 20.82 -69.14 Live Load Max Mmajor+ 31.59 5.47 -23.48 Max Mmajor-2.57 -0.03 0.03 Max Mminor+ 2.57 -0.03 0.03 Max Mminor-31.59 5.47 -23.48 Sum All Axial 34.16 Bot Dead Load 111.65 -11.11 38.14 Live Load Max Mmajor+ 31.59 0.04 -0.00 Max Mmajor-2.57 -2.83 12.94 Max Mminor+ 2.57 -2.83 12.94 Max Mminor-31.59 0.04 -0.00 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 13.47 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 6.26 Bot Dead Load 13.47 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 273.17 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 104.61 Column No 10 119 72 103 Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 23/36 09/13/13 10:56:20 Concrete Code: ACl 318-08 Column No 64 138 25 4>1 End Case Condition Axial Mmajor Mminor Bot Dead Load 273.17 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 57.34% Storage LL= 0.00% Top Dead Load 89.35 -38.47 5.20 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-29.36 -15.38 -12.54 Max Mminor+ 13.41 -2.78 7.64 Max Mminor-15.95 -12.60 -20.19 Sum All Axial 29.36 Bot Dead Load 89.35 18.88 -2.26 Live Load Max Mmajori-0.00 7.55 6.35 Max Mmajor-29.36 0.00 0.00 Max Mminor-t-13.41 6.20 10.10 Max Mminor-15.95 1.35 -3.75 Live Load Reduction Factors: Reducible LL = 34.72% Storage LL= 0.00% Top Dead Load 168.85 -0.09 -82.34 Live Load Max Mmajort-19.57 0.05 -0.40 Max Mmajor-17.28 -0.05 -13.53 Max Mminor+ 0.00 0.00 0.00 Max Mminor-36.85 -0.00 -13.93 Sum All Axial 36.85 Bot Dead Load 168.85 0.01 40.90 Live Load Max Mmajor+ 19.57 0.02 6.67 Max Mmajor-17.28 -0.03 0.40 Max Mminor+ 0.00 -0.01 7.07 Max Mminor-36.85 0.00 0.00 Live Load Reduction Factors; Reducible LL = 50.08% Storage LL= 0.00% Top Dead Load 214.81 59.41 0.74 Live Load Max Mmajor4-105.55 24.37 4.25 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 76.32 12.93 4.28 Max Mminor-29.22 11.44 -0.03 Sum All Axial 105.55 Bot Dead Load 214.81 -32.62 -0.06 Live Load Max Mmajor+ 105.55 0.00 0.00 Max Mmajor-0.00 -13.38 -1.91 Max Mminor+ 76.32 -6.28 0.02 Max Mminor-29.22 -7.09 -1.94 Live Load Reduction Factors; Reducible LL = 53.62% Storage LL = 0.00% RAM Column Design Forces RAM Concrete Analysis vl4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 24/36 09/13/13 10:56:20 Concrete Code; ACI 318-08 End Case Condition Axial Mmajor Mminor Top Dead Load 38.66 -0.31 27.88 Live Load Max Mmajort-3.68 0.15 2.78 Max Mmajor-7.92 -0.78 7.55 Max Mminor+ 11.60 -0.63 10.33 Max Mminor-0.00 0.00 0.00 Sum All Axial 11.60 Bot Dead Load 38.66 0.42 -15.14 Live Load Max Mmajor+ 3.68 0.53 -4.11 Max Mmajor-7.92 -0.06 -1.50 Max Mminor+ 11.60 0.00 0.00 Max Mminor-0.00 0.46 -5.61 Live Load Reduction Factors; Reducible LL = 42.80% Storage LL - 0.00% Top Dead Load 160.74 -4.73 2.25 Live Load Max Mmajor+ 22.78 0.74 -3.07 Max Mmajor-24.78 -4.14 3.86 Max Mminor+ 24.78 -4.14 3.86 Max Mminor-22.78 0.74 -3.07 Sum All Axial 47.56 Bot Dead Load 160.74 2.28 -0.81 Live Load Max Mmajor+ 22.78 2.02 -1.89 Max Mmajor-24.78 -0.36 1.67 Max Mminor+ 24.78 -0.36 1.67 Max Mminor-22.78 2.02 -1.89 Live Load Reduction Factors: Reducible LL = 37.06% Storage LL= 0.00% Top Dead Load 216.03 0.00 0.00 Live Load Max Mmajort-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 71.55 Bot Dead Load 216.03 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor^-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 58.89% Storage LL= 0.00% Top Dead Load 258.07 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 99.89 Column 168 No 78 39 93 ^1 Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 25/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 164 114 54 End Case Condition Axial Mmajor Mminor Bot Dead Load 258.07 0.00 -0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 57.61% Storage LL= 0.00% Top Dead Load 11.67 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mrainor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 2.60 Bot Dead Load 11.67 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 11.99 -52.77 -1.58 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-2.88 -17.81 -0.68 Max Mminor+ 0.00 0.00 0.00 Max Mminor-2.88 -17.81 -0.68 Sum All Axial 2.88 Bot Dead Load 11.99 25.94 1.43 Live Load Max Mmajor+ 0.00 8.75 0.68 Max Mmajor-2.88 0.00 0.00 Max Mminor+ 0.00 8.75 0.68 Max Mminor-2.88 0.00 0.00 Live Load Reduction Factors; Reducible LL = 0.00% Storage LL= 0.00% Top Dead Load 190.09 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminort-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 56.90 Bot Dead Load 190.09 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 45.83% Storage LL= 0.00% m RAM Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 26/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column 15 No 123 1^1 107 <^0 ^ 68 End Case Condition Axial Mmajor Mminor Top Dead Load 147.66 -0,22 0.42 Live Load Max Mmajor+ 69,88 0.14 3.46 Max Mmajor-7.79 -0.83 -0.05 Max Mminor-f 69,88 0.14 3.46 Max Mminor-7.79 -0.83 -0.05 Sum All Axial 77.67 Bot Dead Load 147.66 0.05 0.11 Live Load Max Mmajor+ 69.88 0.39 0.04 Max Mmajor-7.79 -0.07 -1.53 Max Mminor+ 69.88 0.39 0.04 Max Mminor-7.79 -0.07 -1.53 Live Load Reduction Factors; Reducible LL = 37.96% Storage LL = 0.00% Top Dead Load 69.59 16.34 -41.06 Live Load Max Mmajor+ 23.44 6.68 -12.77 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 7.73 0.60 0.12 Max Mminor-15.71 6.08 -12.89 Sum All Axial 23.44 Bot Dead Load 69.59 -7.75 22.67 Live Load Max Mmajor+ 23.44 0.00 0.00 Max Mmajor-0.00 -3.12 7.05 Max Mminor+ 7.73 -2.83 7.11 Max Mminor-15.71 -0.29 -0.06 Live Load Reduction Factors: Reducible LL = 50.00% Storage LL= 0.00% Top Dead Load 231.91 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 77.05 Bot Dead Load 231.91 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 56.61% Storage LL= 0.00% Top Dead Load 157.15 -0.84 -62.77 Live Load Max Mmajor-i-36,42 0.37 -9.65 Max Mmajor-21.78 -1.14 -26.04 Max Mminor+ 0.00 0.00 0.00 Max Mminor-58.19 -0.78 -35.69 Sum All Axial 58.19 Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 27/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 142 29 83 End Case Condition Axial Mmajor Mminor Bot Dead Load 157.15 0.37 34.72 Live Load Max Mmajor+ 36.42 0.56 14.44 Max Mmajor-21.78 -0.21 5.31 Max Mminor+ 0.00 0.36 19.76 Max Mminor-58.19 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 167.34 -0.27 -92.54 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-37.38 -0.10 -16.05 Max Mminor+ 0.00 0.00 0.00 Max Mminor-37.38 -0.10 -16.05 Sum All Axial 37.38 Bot Dead Load 167.34 0.15 45.91 Live Load Max Mmajorf 0.00 0.06 8.11 Max Mmajor-37.38 0.00 0.00 Max Mminor+ 0.00 0.06 8.11 Max Mminor-37.38 0.00 0.00 Live Load Reduction Factors; Reducible LL = 43.99% Storage LL = 0.00% Top Dead Load 149.41 1.61 8.80 Live Load Max Mmajoi+ 42.18 1.19 8.86 Max Mmajor-4.86 -0.09 -3.12 Max Mminor+ 42.18 1.19 8.86 Max Mminor-4.86 -0.09 -3.12 Sum All Axial 47.04 Bot Dead Load 149.41 -0.84 -4.02 Live Load Max Mmajor+ 42.18 0.05 1.70 Max Mmajor-4.86 -0.60 -4.35 Max Mminor+ 42.18 0.05 1.70 Max Mminor-4.86 -0.60 -4.35 Live Load Reduction Factors: Reducible LL = 34.77% Storage LL = 0.00% Top Dead Load 361.37 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 130.16 Bot Dead Load 361.37 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 59.56% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code; IBC Page 28/36 09/13/13 10:56:20 Concrete Code: ACl 318-08 Column No End Case Condition Axial Mmajor Mminor 44 Top Dead Load 179.88 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor- Sum All Axial 0.00 51.51 0.00 0.00 Bot Dead Load 179.88 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 37.85% Storage LL= 0.00% ^1^ 97 58 Top Dead Load 158.65 •45.43 4.42 Live Load Max Mmajor+ 0.31 0.09 -0.04 Max Mmajor-64.75 -11.81 3.55 Max Mminor+ 64.75 •11.81 3.55 Max Mminor-0.31 0.09 -0.04 Sum All Axial 65.06 Bot Dead Load 158.65 24.84 -1.86 Live Load Max Mmajori-0.31 6.47 -1.57 Max Mmajor-64.75 -0.08 0.04 Max Mminor+ 64.75 -0.08 0.04 Max Mminor-0.31 6.47 -1.57 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = 0.00% Top Dead Load 224.53 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-f 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 80.73 Bot Dead Load 224.53 0.00 -0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0,00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 57.15% Storage LL = 0.00% Top Dead Load 156.27 0.24 -64.28 Live Load Max Mmajor+ 21.80 1.08 -25.94 Max Mmajor-35.30 -0.59 -11.89 Max Mminor+ 0.00 0.00 0.00 Max Mminor-57.11 0.49 -37.83 Sum All Axial 57.11 Column Design Forces RAM Concrete Analysis vl 4.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC i Building Code: IBC Page 29/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 19 127 4^ 146 5-3 End Case Condition Axial Mmajor Mminor Bot Dead Load 156.27 -0.17 35.54 Live Load Max Mmajorf 21,80 0.26 6.54 Max Mmajor-35.30 -0.53 14.39 Max Mminor+ 0.00 -0.27 20.93 Max Mminor-57.11 0.00 0.00 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL = = 0.00% Top Dead Load 164.56 -0.39 9.08 Live Load Max Mmajor+ 5.01 0.05 -2.94 Max Mmajor-38.73 -0.23 5.30 Max Mminor+ 38.73 -0.23 5.30 Max Mminor-5.01 0.05 -2.94 Sum All Axial 43.74 Bot Dead Load 164.56 0.15 -4.16 Live Load Max Mmajor+ 5.01 0.10 -2.60 Max Mmajor-38.73 -0.02 1.62 Max Mminor+ 38.73 -0.02 1.62 Max Mminor-5.01 0.10 -2.60 Live Load Reduction Factors: Reducible LL = 57.06% Storage LL = 0,00% Top Dead Load 29.64 -0.33 -14.75 Live Load Max Mmajor+ 0.00 0,00 0.00 Max Mmajor-4.08 -0.29 -2.79 Max Mminor+ 0.07 -0.26 0.01 Max Mminor-4.01 -0.03 -2.80 Sum All Axial 4.08 Bot Dead Load 29.64 0.46 7.33 Live Load Max Mmajor+ 0.00 0.32 1.39 Max Mmajor-4.08 0.00 0.00 Max Mminorf 0.07 0.03 1.40 Max Mminor-4,01 0.29 -0.01 Live Load Reduction Factors: Reducible LL = 43.99% Storage LL = 0.00% Top Dead Load 198.61 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminorf 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 53.14 Bot Dead Load 198.61 -0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors: Reducible LL = 47.77% Storage LL = 0.00% Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database; 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 30/36 09/13/13 10:56:20 Concrete Code: ACl 318-08 Column No 73 7l> 34 ^^1 87 5U 48 End Case Condition Axial Mmajor Mminor Top Dead Load 292.05 0.00 0.00 Live Load Max MmajoH-0,00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 101.81 Bot Dead Load 292.05 0.00 0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 57,89% Storage LL = 0.00% Top Dead Load 198.26 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 63.33 Bot Dead Load 198.26 0.00 -0.00 Live Load Max Mmajor-i-0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-f 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 40.68% Storage LL = 0.00% Top Dead Load 207.15 0.00 0.00 Live Load Max Mmajor+ 0.00 0.00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor-i-0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Sum All Axial 79.08 Bot Dead Load 207.15 0.00 -0.00 Live Load Max Mmajor+ 0.00 0,00 0.00 Max Mmajor-0.00 0.00 0.00 Max Mminor+ 0.00 0.00 0.00 Max Mminor-0.00 0.00 0.00 Live Load Reduction Factors; Reducible LL = 56.48% Storage LL = 0.00% Top Dead Load 164.49 5.03 0.32 Live Load Max Mmajor-f 25.32 4,20 2.28 Max Mmajor-37.69 -0.81 -2.68 Max Mminor-i-25.32 4,20 2.28 Max Mminor-37.69 -0.81 -2.68 Sum All Axial 63.02 Column Design Forces RAM Concrete Analysis v 14.04.05.00 Database: 13903 Regal Cinemas 12 at PCR-22-SMF-CONC Building Code: IBC Page 31/36 09/13/13 10:56:20 Concrete Code: ACI 318-08 Column No 63 I Si 137 End Case Condition Axial Mmajor Mminor Bot Dead Load 164.49 -2.52 0.15 Live Load Max Mmajor-^ 25.32 0.40 1.49 Max Mmajor-37.69 -2.08 -l.li Max Mminor+ 25,32 0.40 1.49 Max Mminor-37.69 -2.08 -1.11 Live Load Reduction Factors: Reducible LL = 32.60% Storage LL= 0.00% Top Dead Load 156.04 1.10 7.49 Live Load Max Mmajor+ 36.51 0.54 5.69 Max Mmajor-5.06 -0.08 -2.83 Max Mminor+ 36.51 0.54 5.69 Max Mminor-5.06 -0.08 -2.83 Sum All Axial 41.57 Bot Dead Load 156.04 -0.59 -3.37 Live Load Max Mmajor-i-36.51 0.04 1.57 Max Mmajor-5.06 -0.28 -2.79 Max Mminor+ 36.51 0.04 1.57 Max Mminor-5.06 -0.28 -2.79 Live Load Reduction Factors: Reducible LL = 50.84% Storage LL= 0.00% Top Dead Load 74.97 -33.72 0,68 Live Load Max Mmajor-f 0.11 1.47 -1.79 Max Mmajor-41.76 -20.59 2.88 Max Mminor+ 41.76 -20.59 2.88 Max Mminor-0.11 1.47 -1.79 Sum All Axial 41.86 Bot Dead Load 74.97 16.54 -0.04 Live Load Max Mmajor+ 0.11 10.13 -1.26 Max Mmajor-41.76 -0.75 0.90 Max Mminor+ 41.76 -0.75 0.90 Max Mminor-0.11 10.13 -1.26 Live Load Reduction Factors: Reducible LL = 0.00% Storage LL= 0.00% Top Dead Load 185.91 -0.77 -50.25 Live Load Max Mmajor+ 10.71 0.14 -0.44 Max Mmajor-21.32 -0.06 -9.41 Max Mminor+ 0.00 0.00 0.00 Max Mminor-32.03 0.08 -9.85 Sum All Axial 32.03 Bot Dead Load 185.91 0.52 25.10 Live Load Max Mmajor-r 10.71 0.02 4.65 Max Mmajor-21.32 -0.10 0.42 Max Mminor+ 0.00 -0.08 5.07 Max Mminor-32.03 0.00 0.00 Live Load Reduction Factors: Reducible LL = 40.49% Storage LL = 0.00% CONCRETE COLUMN SCHEDULE COLUMN VERT. REBARS TIES REMARK 20"x20" 12-#6 #4 TIES @6"0.C. SEE DETAIL A/- BEL. & 23/ST11 20"x16" 10-#6 #4 TIES @6"0.C. SEE DETAIL B/- BEL. & 13/ST5 20"x24" 12-#7 #4 TIES @6"0.C. SEE DETAIL C/- BEL & 16/ST12 24"x16" 10-#7 #4 TIES @6"0.C. SEE DETAIL D/- BEL & 22/ST12 -3/4"CHAMFER ©EXPOSED EDGES TYP. 1 1/2" CLR. -f4 TIES @6"0,C.- CLR. "•^ ^3/4''CHAMFER / ©EXPOSED / EDGES TfP. 1 1/2" CLR. CLR. >„v__|4 TIES @6"0.C.- 6n Snr uiM 9-14 TIES AT T&B OF CONC. COL WITHIN FIRST 5 INCH^ COLUMN SCHEDULE CctncreteC^^ Description: -Cone column 24x16 w/1047- . Fil9 = mWSVk*y\eti8(t!de\im«ri| ENERCAIC, INC 1983-2013. Buait6.ia8.31, V9r^.13.8.31 I Licensee : ANF & ASSOCIATES 750.0 675.0 600.0. 525.0. 450.0 375.0 300.0 225.0 150.0. 75.0 Concrete Column P-M Interaction Diagram Phi'Mn®Alpha (k-n) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-tt) OTT —72.8 109.2 UH.B m.o 218.4 254.B Ml .2 327.6 384.0 LMdCond ..073MD.£.|.80H, Mp^w a.ad.g. (IBI.Ifl.OOA 0 0 3B.T~"72:5' 105:2"T45:B 182.0 2T O LeidCwnt -.0735JD.e.l ecu./*h«. 00(*.fl. (IBt IB.Ott 191.2 327 6~3B4.0 Cc-(5- Concrete Column Description: -Cone column 24x20 w/12-#7- Ble=U;il!VSViol!yta)efialrt13^^ "k ENEBCAIC, INC.,1983^13i i«i&13.8i3W^r«.13A31i • I Licensee : ANF & ASSOCIATES 925.0 832.5 740.0. 647.5. 555.0 462.5 370.0 277.5 185.0. 92.5 Concrele Column P-M Inleractksn Diagram Phi'Mn ©Alpha (k-fl) Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) OT)—46.3 92.6 138.B 185.2 231.6' 2/7.9 3Z4.2 370.5 416.8 463.1 O LMdCon*.'.1><QO. MHi.^ O.Mt«. (B17.i;.d.00} 0T3—4B.3 92.6 138.9 18S.2 231.6 2//.9 3R2 370.5 416.8 463.1 O LssdComi) . .120[>.r6CL.0.SOS.1 BOH. OMg. (831^7.000) Concrete Column P-M InleracUon Diagram Phi'Mn ©Alpha (k-R) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) OT!—46.3 92.6 'ISB.S 185.2 231.6 Z77.5 324.2 37D.5 416.8 463.1 O lOM}C«fl«...1.3«500.Sa..OWS-iae, A^ta. atMM. (S51.B3,000) oTr o "46:3—9276^138.9 185.2 231.6 277.9 324.2 370.5 416.8 463.1 LfMdCcmii ' •C735dO-E*l «a^. Alpha- 0.<Uco. (31» 13.0.00} Cpnjretf ;^jolUinn Description: -Cone column 24x20 w/12-#7- ~~~~ ~ Fil9»U:W5yid9^e(caki\13903,sc6 k ENEfmC.Mai983-iQ13.;Rai*6.lito,\^^^ I Licensee ; ANF & ASSOCIATES Concrete Column P-M Inleractton Diagram Phi'Mn ©Alpha (k-ft) 925.0 832.5^ 740.0 J 647.5.;; 555.0 _ 462.5 £ 0. :c tL 370.0 _ 2775 185.0 V 92.5 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) (TO—?B:3—92.6 138.9 185.2 231.6 277.9 324.Z 370.5 416.B 463.1 O LMdCBmb...«.7X«>.E.1.a(H. MtM. OOtag. C1ft13.000) —46.3 92.6 138.9 185.2 231.6 277.9 324,2 370.5 416.8 463.1 LMOXA •t07354t>E*1.90H. A|p»n- D.Oitq. <;ifl.l3.0.00) 2: .•Q tfic^ll.O^O pl \ X-D A '1 if) 3"' I Q IS. ,1 „ Q mil rr -I .9> \\\\.\ \ U ^ '0 to K ^-5(0 'I,'' 5^ I-r^ h N N o LU u sivy/Js (0 .3 ZIS —J_ ,.OZ X..OZ 9 #-9 ::) Q u -4 0 u o <n 0 0 'ij o J: '0 !U.^5^:S azis. ,.9- ft- HI lUvl ^^0 1 1 I I •- i I t 'll i K ^ 1 K IU 8 •^3 _Q 8| I I r I Q 0 |5 If) ^ •a 'r o I to' 32IS S3a 3ZJS 3ZJS S3a 3 ZIS kl T Ci si i J I •J '' t 1 • CQ 0 Co P C/1 CS Cfl <0 f- UJ on Co F: tu Co CM Cn Co Q 0 0 Concrete Colunmi File=u:\WSViol(yte»icalc\13903.ec6 b ENERCALC, INC. 1983-2013, BiiHd:6.13.a31, VBn6.13.8.31 | 1 Lie. # : KW-06000953 Ucensee : ANF & ASSOCIATES Description: -Cone column 20x20 w/8-#11 -l!b7 Corfe References i Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information f c: Concrele 28 day strength Density P fy - Main Rebar E - Main Rebar Allow. Reinforcing Limits Min. Reinf. Max. Reinf. Load Combination: Column Cross Section 3.0 ksi 3,122.0 ksi 145.0 pcf 0.850 60.0 ksi = 29,000.0 ksi ASTU A615Bars Used 1.0% 8.0 % ASCE 7-05 Overall Column Height = 16.50 f! End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 16,50 ft, K = 0.70 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Column Dimensions 20.0in Square Column, Column Edge to Rebar Edge Cover = 1.50in Column Reinforcing: 11 - #8.0 bars #11 #11 #1+- Applled Loads Column self weight included: 6,645.83 Ibs * Dead Load Factor AXIAL LOADS.,. Axial Load at 16.50 ft above base, D = 390.0, L = 390.0 k DESIGNSUMMARY Entered loads are factored per load combinations specified by user. Load Combination Location of max.above base •^1.20D-*-1.60L-t-0.50S-H.60H 16.389 ft Maximum Stress Ratio 0.993:1 Ratio = (Pu''2-*lu''2)".5 / (PhiPn'^2-tPhiMn''2)*.5 Pu= 1,099.98 k cp*Pn= 1.107.32k Mu-x= 0.0 k-ft <f>*Mn-x= 0.0 k-ft Mu-y= 0.0 k-ft ^•m-y= 0.0 k-ft Mu Angle = 0.0 deg Muat Angle = 0.0 k-ft 9Mn at Angle = 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... Pnmax: Nominal Max. Compressive Axial Capacity 1,736.98 k Pnmin: Nominal Min. Tension Axial Capacity -748.80 k (p Pn, max; Usable Compressive Axial Capacity 1,107.32k (p Pn, min: Usable Tension Axial Capacity -561.60 k Governing Load Combination Results Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom atong Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Deflections... Along Y-Y 0.0 in at O.Oft above base for load combination: Along X-X 0.0in at O.Oft above base for load combination: General Section Information. (p = 0.750 p =0.850 p : % Reinforcing 3.120 % Rebar % Ok Reinforcing Area 12.480 in*2 Concrete Area 400.0 in''2 0.0 k 0.0 k e = 0.850 : Governing Factored Load Combinatton +1.40D Moment Source; Dist. from Axiai Load X-X Y-Y ; base ft Pu ip 16.39 555W'i k Bending Analysis k-ft Utilization! *Pn 6x 5x*Mux gy 8y*Muy Alptia (deg[ 6Mu (pMn Ratio 10732"""" ""o.OOO""0.501 ~ ~~ File = u:\WSVicky\enenoalc\13903.ec6 b ENERCALC, INC, 1983-2013. Build;&13A31, Ver.6.13.8.31 I Licensee : ANF & ASSOCIATES Concrete Cplunrin Description : -Cone column 20x20 w/8-#11 - Governing Load Combination Results Governing Factored Load Comblnatbn I Moment Source! Dist from Axial Load k X-X Y-Y -^1.20D-Hl.60L-K).5p8r+1.6D -^1.365D-K).5OL-*O.20§-€ -^1.365D-^.5OL-tO.i0S'-1.OE *^— •*0.7354D-*-^1.^ -•0.73540-1 .OE-^I.^M"' Maximum Reactions • Unfactored Load Combination base ft 16J39 16.39 16.39 16.39 16.39 Pu (p * Pn ,099.98 T,107!32 736.26 1,107.32 736.26 1,107.32 291.69 1,107,32 291.69 1,10732 5x 5x*Mux sy Bending Analysis k-ft 5y * Muy Alpha (deg) 5 Mu 0,000 0.000 0.000 0,000 0,000 Utilization cp Mn Ratio 0,993 0,665 0,665 0.263 0.263 Note: Only non-zero reactions are listed. Reaction along X-X Axis @ Base @ Top Reaction atong Y-Y Axis @ Base @ Top Axial Reaction @6ase DOnly LOnly D-H. 396.646 k 390.000 k 786.646 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Dellection Distance Max. Y-Y Deflection Distance DOnly LOnly D+L Si^etcites 0.0000 in 0.0000 in 0.0000 in 0,000 tl 0,000 ft 0,000 ft 0.000 in 0.000 in 0.000 in 0,000 ft 0.000 ft 0,000 ft i •.1, '»11 #11 i ^#11 ^#11 LooWrto along X-X AJU Lookir^ along Y-V Ant Interaction Diagrams m' u:\WSVid!y1fertefcalc\139Q3.ei^ k ENERCALC, m 1983-2013,8uiM:6:i3..a31, Ver:6.13,a,31 | Licensee : ANF & ASSOCIATES Concrete jdblurnn Description : -Cone column 20x20 w/8-#11- Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-fl) 1,200.0 Concrele Column P-M Interactton Diagram Phi'Mn ©Alpha (k-fl) on—41.8 S3.6 125.4 167.2 209.0 250.B 292.7 334.5 375.3 418.1 0 i^Cwnb . ,1 WO. Mflw DOMB. (iUJO.B.m OT!—41.8 83.6 125.4 167.2 209.0 260.8 292.7 334.5 376.3 418.1 Q t.o«,C«»b -.,^00-1 BQl'OSaa.l fiQH. Mf.M. 0art.B. (l.DBBBB. 0 007 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-fl) Conaete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 0T5—41.8 83.6 126.4 167.2 ZOB.O 250.8 292.7 334.5 3/6,3 418.1 OTI—41.8 83.6 125.4 167.2 209.0 250.8 292.7 334.5 376.3 418.1 ~- Fte<ii.'\WSVid^i»ien»ld139<».ec6 k ENERCALC. INC. 1983-2013,B>)ild.-6.13:8.31, Ver6.m31 | Licensee ; ANF & ASSOCIATES Coiti<|y^te Qolumtii Description: -Cone column 20x20 w^-#1l- Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-R) Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 00 41.8 83.6 125.4 167.2 209.0 260.8 292.7 334.5 376.3 mi OTI—41.8 83.6 125.4 167.2 209.0 250.8 292.7 334.5 376.3 418.1 O 'jwJOm* ..0,T3H[>.r.Ht>,. AI,*.,. 0,BB^. a«1BB,080) Concrete doiumn File°u:\WSVlcl(y\enefcab:\13903.ei£ | ENERCALC. INC. 1 Wai3. Bi<l():6.13.a31. V9r6.13.B.31 | 1 Lie. # : KW-06000953 Licensee : ANF & ASSOCIATES Description: -Conecolumn20x20w/8*7 ^.^j ^ ]e}pf Code References Calculations per ACI 318-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fc: Concrete 28 day strength E = Density P fy - Main Rebar E - Main Rebar Allow. Reinforcing Limits Min. Reinf. Max. Reinf. Load Combination: Column Cross Section 3.0 ksi 3,122.0 ksi 145.0 pcf 0.850 60.0 ksi = 29,000.0 ksi ASTU A615Bars Used 1.0% 8.0 % ASCE 7-05 Overall Column Height = 16.50 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 16.50 ft, K = 0.70 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Column Dimensions •20.0in Square Column, Column Edge to Rebar Edge Cover = I.SOin Column Reinforcing :8 - #9 bars •#8 •#8 •#8 •#8 •#8 •#f •#8 Applied Loads Entered loads are factored per load combinations specified by user. Column selfweight included: 6,645.83 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 16.50 ft above base, D = 320.0, L = 320.0 k DESIGNSUMMARY Load Combination Location of max.above base Maximum Stress Ratio Ratio = (Pu*2+Wu*2)\51 (PhiPn*2-^PhiMn'^2)^5 Pu = 903.98 k (p * Pn = Mu-x= 0.0 k-ft 9* Mn-x = Mu-y= 0.0 k-ft cp.Mn-y = 1.20D+1.60L-H0.50S-H .60H 16.389ft 0.993:1 910.65 k 0.0 k-ft 0.0 k-fl Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom along Y-Y Top along X-X 0.0 k Bottom along X-X 0.0 k 0.0 k Mu Angle = 0.0 deg Muat Angle = 0.0 k-ft (pMn at Angle = 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... Pnmax: Nominal Max. Comp»-esslve Axial Capacity 1,428.47 k Pnmin: Nominal Min. Tension Axial Capacity -426.60 k 9 Pn, max: Usable Compressive Axial Capacity 910.65 k cp Pn, min: Usable Tension Axial Capacity -319.950 k Governing Load Combination Results Maximum SERVICE Load Deflections. Along Y-Y 0.0 in at for load combination: Along X-X O.Oin at for load combination: O.Oft above base O.Oft above base General Section Information. (p = 0.750 p =0,850 p : % Reinforcing 1.778 % Rebar % Ok Reinforcing Area 7.110 in'*2 Concrete Area 400.0 in'^2 e = 0.850 ; Goveming Factored Load Combination Moment Source X-X Y-Y <-1.40D Dist. from Axial Load base ft Pu (p ~1139" ' 457.30 k Bending Analysis k-ft *Pn 5x gx'Mux 5y Sy'Muy Alpha (deg) 5Mu 910,65aooo Utilization (p Mn Ratio 6.502 Concrete Column File:°u:\VI/SVid<ytoieKalc\13903:ei$ k . ENERCALC, INC. 1983-20^ &iiM:6.13.8.31, V8r6.l3.8.31 1 lLic.#: KW-OS000953 Licensee : ANF & ASSOCIATES Description : -Cone column 20x20 w/8-#8- Governing Load Combination Results Governing Factored Moment Source Dist. from Axial Load k Bending Analysis k-ft Utilizatiort Load Combination X-X Y-Y base ft Pu (p*Pn 5x 8x*Mux by 5y*Muy Alpha (deg) 5Mu cp Mn Ralio ^ +l!20W!6CIUX50S+1.60H 16,39 903,98 910.65 0,000 0.993 -Hl.365D-K),50L-K).20S-f£ 16,39 605.74 910.65 0,000 0.665 -<-1.365D-*0,50L40.20S-1.0E 16,39 605,74 910,65 0,000 0.655 -tO.7354D-fE-Hl.60H 16,39 240,22 910,65 0.000 0.264 -tO.7354D-1.0E-f1.60H 16.39 240,22 910,65 0,000 0.264 Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. Reaction atong X-X Axis Reaction along Y-Y Axis Axial Reaction Load Combination @ Base @ Top @ Base @ Top @Base DOnly k k 326,646 k LOnly k k 320,000 k DM. k k 646,646 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max, X-X Deflection Distance Max. Y-Y Deflection Distance DOnly 0,0000 in 0,000 ft 0.000 in 0.000 ft LOnly 0,0000 in 0,000 ft 0.000 in 0.000 ft 0,0000 in 0.000 ft 0.000 in 0,000 ft Stretches •« Loohtng along X-X Axti Looking >bng V-V Axi* Interaction Diagrams Fite=iiAWSViclql6netC*V13903,eo6 k ENERCALC, INC. 1983-2013, Biiild«,13.e.31. Ver.6.13,8J1 I Licensee : ANF & ASSOCIATES Concrete Cplunin Description: -Cone column 20x20 w/8-#8- Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-fl) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) OtJ 31.2 62.4 93,6 124.8 156.0 187.1 218.3 249.5 280.7 311.9 O LMICBB*.* 11.^00. M|Aa» a.Odiig. (4S7 X. a OO) OT) 31 2 62.4—93.8 124.8 1560 187.1 218.3 249.5 280.7 311.9 O LnadConh ° •^I.StHI oa-OSOS*! KM. AlfBhif 0Odu]. (StnM.a00) 1,000.0 Conaete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-fl) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-fl) OTi 3T2 BZA 93.6 124.8 156,0 187.1 218,3 249.5 280.7 311.9 O UvtCnt, . .1.3BO.0Sn.,B.»>5-,.DE 0.0^ {B0Sr4.0BC» OTJ 31.2 62.4 93,6 124.8 156.0 187.1 21B.3 249.5 2807 311.9 O LondCWint) • '0,7354D-€»1 OOM. AtnMt- O.tMeo. (74072,OOCO Concrete Jipliinin Description: -Cone column 20x20 w/8-#8- F«s^uAWSVid^\eners:^13903.e(£ k ENERCALC. INC. 1983-m8uiid:6.13;8,31,Ver6..13a.31 I Licensee : ANF & ASSOCIATES Concrete Column P-M Interactkin Diagram Phi'Mn ©Alpha (k-tt) 1,000.0 Concrete Column P-M Interacllon Diagram Phi'Mn ©Alpha (k-ft) on—31.2 62.4 93.6 124.8 156.0 1B7.1 218.3 249,5 280.7 311.9 0 LMdCocnb ><071M[He'IK»1. A4<l»- OOlta^ <340.n. 0 OO) on—31.2 62.4 93.6 124,8 156.0 18/1 218.3 249.5 280.7 311.9 O LraiilCanl) I-O.T35-eKEr1.M)H, A4phB* DMq. {24ai3,eOI^ Concrete Column Lie. # : KW-Q6000953 Description: -Cone column 20x20 w/8-#8- Code References nie=!:if;Wicl«tei8nsal(A139ro,ee6 b ENERGALC,:.lflG, 1983-2011, ft«fdi6,13;Pl, VerAJS 8,31 I Licensee ; ANF & ASSOCIATES Calculations per ACI 318-08, IBC 2009, CBC 2010. ASCE 7-05 Load Combinations Used : ASCE 7-05 General Information fc: Concrete 28 day strength = E = Density P fy - Main Rebar E - Main Rebar = Allow. Reinforcing Limits Min. Reinf, Max. Reinf. 3.0 ksi 3,122.0 ksi 145.0 pcf 0.850 60.0 ksi 29,000.0 ksi ASrMA615 ears Used 1.0% 8.0 % Overall Column Height = 16.50 ft End Fixity Top & Bottom Pinned Brace condition for deflection (buckling) along columns: X-X (width) axis: Unbraced Length for X-X Axis buckling = 16.50 ft, K = 0.70 Y-Y (depth) axis: Fully braced against buckling along Y-Y Axis Load Combination: ASCE 7-05 Column Cross Section Column Dimensions 20.0in Square Column, Column Edge to Rebar Edge Cover = I.SOin Column Reinforcing :8 -#8 bars Applied Loads Entered loads are factored per load combinations specified by user. Column selfweight included: 6,645.83 Ibs * Dead Load Factor AXIAL LOADS... Axial Load at 16.50 ft above base, D = 300.0, L = 300.0 k DESIGNSUMMARY Load Combination Location of max.above base -H .20D-f0.50Lr-H .60L-t-1.60H Maximum Stress Ratio Ratio = (Pu*2-*Wu'*2)\5 / (PhiPn*2-tPhiMn'*2)',5 Pu = 847.98 k cp • Pn = Mu-x = Mu-y = 0.0 k-ft 0.0 k-ft cp * Mn-x = cp * Mn-y = 16.389 ft 0.962: 1 881.72 k 0.0 k-ft 0.0 k-ft Mu Angle = 0.0 deg Mu at Angle = 0.0 k-ft (pMn at Angle = 0.0 k-ft Pn & Mn values located at Pu-Mu vector intersection with capacity curve Column Capacities... Pnmax: Nominal Max. Compressive Axial Capacity 1,383.08 k Pnmin: Nominal Min. Tension Axial Capacity -379,20 k (p Pn, max: Usable Compressive Axial Capacity 881,72 k cp Pn, min: Usable Tension Axial Capacity -284.40 k Governing Load Combination Results Maximum SERVICE Load Reactions.. Top along Y-Y 0.0 k Bottom abng Y-Y Top along X-X 0.0 k Bottom along X-X Maximum SERVICE Load Deflections... Along Y-Y O.Oin at O.Oft above base for load combination: Along X-X O.Oin at O.Oft above base for load combination: 0.0 k 0.0 k General Section Information. p : % Reinforcing Reinforcing Area Concrete Area (p 0.750 1.580 % Rebar 6.320 m 400.0 in*2 s. = 0.850 9 = 0.850 Ok Goveming Factored Load Combination +1I0D Moment Source! Disl from Axial Load k X-X Y-Y I base ft Pu (p*Pn 16,39 42'9,3088172 5x 6x*Mux gy Bending Analysis k-ft 5y * Muy Alpha (deg) 5 Mu 0^000 (p Mn UtiUzation JRatio j 6^487 sc - o Cpnclrlte Column Fg»=aWSViclv\enercakA13903.«c6 k , ENERCALC INC, 1983r20l|l;'BuiM:aiaa31, Vw:6.13 8^1 1 |Lic.#:KW-0600Q953 Licensee : ANF & ASSOCIATES 1 Description: -Clone column 20x20 w/8-#8- Governing Load Combination Results Governing Factored Moment Source! Dist. from Axial Load k k-f! Load Combrafon Y-Y i base « Pu <p *Pn 5 X gx * Mux gy gy'Muy Alpha (deg; gMu (pMn Ratio | -Hl!20M.50U-Hl.60L+1.60H 16.39 847.98 881.72 0.000 0.962 +1.20D-Kl.60L+0.50S-Hl,60H 16.39 847,98 881.72 0.000 0.962 -Hl,20D+1,60Lr^.50L 16,39 517,98 881.72 0.000 0.587 -Hl.20D-t-1.60Lr-K).80W 16.39 367,98 881,72 0,000 0.417 -H1.20D-^).50L-H1,60S 16.39 517,98 881,72 0.000 0.587 -Hl.20D-t-1.60S.^.80W 16,39 367.98 881,72 0,000 0.417 -t-1.20D-fO.50Lr-tO.50L-i-1.60W 16,39 517,98 881,72 0.000 0.587 -t-1.20D-tO.50L-tO.50S-Hl.60W 16,39 517,98 881,72 0.000 0.587 -i-1.20D.«O,50L-tO.20S+E 16,39 517,98 881.72 0.000 0.587 •tO.90D-t-1.60Wi-1.60H 16.39 275,98 881,72 0.000 0.313 -tO.90D+E-t-1.6OH 16.39 275.98 881.72 0.000 0.313 Maximum Reactions - Unfactored Note: Only non-zero reactions are listed. Reacton atong X-X Axis Reactton along Y-Y Axis Axial Reactton Load Combination @Base ©Top @Base @ Top @ Base DOnly LOnly D-tL 306.646 k 300.000 k 606.646 k Maximum Deflections for Load Combinations - Unfactored Loads Load Combination Max. X-X Deflection Distance Max. Y-Y Deflection Distence DOnly 0.0000 in 0.000 ft 0,000 in 0.000 ft LOnly 0.0000 in 0,000 ft 0.000 in 0.000 ft D-ti 0,0000 in 0,000 ft 0,000 in 0.000 ff Sketches LsoMng along X-X Av> Looking ^bng r-r Am Interaction Diagrams •~ File'u.1WSVid^|calcV13903.ece k ENERCALC, INC. 1983-2013. B<iiM:&m,31. Ver6,13.8.31 I Licensee : ANF & ASSOCIATES Conir^te Coiiimn Description: -Cone column 20x20 w/8-#8- Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrele Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) on zg:s—59.0 sss uao 147.4 i7s.g 2oe.4 235.9 265.4 294.9 O LMdC<Wb.-t'1.'40O, Alptw t»Odm, |«2«XI. OOO) on—253—55n—88.5 118.0 147.4 176.9 206.4 235.9 265.4 294.9 O UM4<:«N, .-1 ;0D.Omr.1 Sa.l.BOH. B.Od.g. twae.BOO) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 975.0 877.5 780.0 682.5 585.0 487.5 390.0 292.5 195.0 97,5 Concrete Column P-M Interaction Diagram PN'Mn® Alpha (k-fl) on—29,5 59.0 88.5 118.0 147.4 176.9 206.4 235.9 265.4 294.9 O iMdCanb •'•t.30C>*'I.MU*050L. A4i»- OOOag. <Sir.fiS,(>on on 29:5—59.0 88.5 118.0 147.4 17B.S 206.4 235.9 265.4 294,9 Q LtwdComb.-fi TOO'SOLrHjeOUV, A)pra> OjIMcg, {367il9, Q.OO) EC~( ~ Filecu:avSVicky1enercaliA13903.ec6 k ENERe*L(;iNC.1983.^aBuild:6.13«.31,Ver.6.13.831 I Licensee : ANF & ASSOCIATES Concrete Column Description : -Cone column 20x20 w/8-#8- 975,0 Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M InleracUon Diagram Phi'Mn ©Alpha (k-fl) on—29.5 59,0 • 88.5 118,0 147.4 176.9 206.4 235.9 265.4 294.9 O LB^C-H» •*iaOO*l905*<l»3W. UDtif OOitog. (MT.BB.000) on—29.5 59,0 88,5 118.0 147.4 176,9 206.4 235.9 265,4 294.9 O LoHlCorA -.1 :or,.O.MX.i.OS{K..1 eOW. 0£d.B. (31TB6.000} 975.0 877.5 780.0 682.5 585.0 487.5 9 390.0 292.5 195.0 97.5 Concrele Column P-M Interactton Diagram Phi'Mn ©Alpha (k-ft) Concrete Column P-M Interaction Diagram Phi'Mn ©Alpha (k-ft) 0 0 29.5 59.0 88.5 118.0 147,4 1/6.9 206.4 235.9 265.4 294.9 O U»dC««...13CD.OSa.0IOS.£. Ato<w. O.OtfDB. l3j7aB,0 OO) on 20; 5B.U 88.5 118.0 147.4 176.9 206.4 235.9 265,4 294.9 O LflBBCow* ..C.S0D.I 6OW-i e0M «ph«- CIW«, *2759B.aOO) Member Force Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 08/22/13 10:53:21 CONCRETE WALL INFORMATION: Wall Number: 5 Level Top: 1 st Floor Bot: Base Thickness (in) = 14.00 fc(ksi) = 4.00 Elastic Modulus (ksi) = 3644.15 Cracked Section Properties = Poisson's Ratio = 0.20 Num of Wall FEs = 54 Frame Number: 27 Column Line (182.00,265.00)-(208.00,265.00) Length (ft) = 26.00 Unit Wt (pcf) = 145.00 Membrane : 0.35 Unit Wt-SelfWt (pcf) Bending: 1.00 150.00 INPUT PARAMETERS: P-Delta: Yes Ground Level: Base Scale Factor: 1.00 LOAD CASE DEFINITIONS: D Lp E7 E8 E9 EIO DeadLoad PosLiveLoad EQ-conc EQ-conc EQ-conc EQ-conc RAMUSER RAMUSER EQJBC09_X_+E_F EQJBC09_X_-E_F EQ_IBC09_Y_-fE_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: User Specified No. of Specified Combinations: 26 MEMBER FORCE MAXIMA AND MINIMA P Mmajor Mminor Vmajor Vminor kips kip-ft kip-ft ^—liips kips Maximum: 222.58 ^"2729:5 5 0.49 (^ 296.73^ ) 0.10 LC: 39 —^ 37 ^ 35 49 Minimum: -16.22 -2868.53 -0.49 -283.99 -0.10 LC: 51 39 49 55 37 m RAM Member Force Envelope RAM Frame v 14.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 08/22/13 10:53:21 CONCRETE WALL INFORMATION: Wall Number: 6 Level Top: 1st Floor Bot: Base Thickness (in) = 14.00 fc (ksi) = 4.00 Elastic Modulus (ksi) = 3644.15 Cracked Section Properties = Poisson's Ratio = 0.20 Num of Wall FEs = 54 Frame Number: 27 Column Line (260.00,265.00)-(286.00,265.00) Length (ft) = 26.00 Unit Wt (pcf) - 145.00 Membrane : 0.35 Unit Wt-SelfWt (pcf) = 150.00 Bending: 1.00 INPUT PARAMETERS: P-Delta: Yes Ground Level: Base Scale Factor: 1.00 LOAD CASE DEFINITIONS: D Lp E7 E8 E9 EIO DeadLoad PosLiveLoad EQ-conc EQ-conc EQ-conc EQ-conc RAMUSER RAMUSER EQJBC09_X_+E_F EQJBC09_X_-E_F EQ_IBC09_Y_+E_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: User Specified No. of Specified Combinations: 26 MEMBER FORCE MAXIMA AND MINIMA P Mmajor Mminor Vmajor Vminor kips /HKp^:it\ kip-ft kigs kips Maximura: 127.62 (^2\9ip^ 0.46 0.09 LC: 34 ""•^ 35 37 57 Minimum: 67.82 -2187.28 -0.44 -318.43 -0.09 LC: 57 55 57 55 37 ? ^ il Member Force Envelope RAM Frame vl4.04.05.00 DataBase: 13903 Regal Cinemas 12 at PCR- Building Code: IBC 08/22/13 10:53:21 CONCRETE WALL INFORMATION Wall Number: 22 Level Top: 1st Floor Bot: Base Thickness (in)= 14.00 fc (ksi) = 4.00 Elastic Modulus (ksi) = 3644.15 Cracked Section Properties = Poisson's Ratio = 0.20 Num of Wall FEs = 48 Frame Number: 26 Column Line (0.00,257.00)-(29.00,257.00) Length (ft) = 29.00 Unit Wt (pcf) = 145.00 Membrane : 0.35 Unit Wt-SelfWt (pcf) = 150.00 Bending : 1.00 INPUT PARAMETERS: P-Delta: Yes Ground Level: Base Scale Factor: 1.00 LOAD CASE DEFINITIONS: D Lp E7 E8 E9 EIO DeadLoad PosLiveLoad EQ-conc EQ-conc EQ-conc EQ-conc RAMUSER RAMUSER EQ_IBC09_X +E_F EQ_IBC09_X_-E_F EQ_IBC09_Y_+E_F EQ_IBC09_Y_-E_F LOAD COMBINATIONS: User Specified No. of Specified Combinations: 26 MEMBER FORCE MAXIMA AND MINIMA P Mmajor Mminor Vmajor Vminor kips ^Jiiptft kip-ft Jdps^ kips Maximum: 191.33 (f4631.83J) 0.12 x268.72> 0.10 LC: 34 "15 54 43 42 Minimum: LC: 98.49 58 -4622.87 47 -0.49 42 -268.11 39 -0.04 54 ANF & Associates Consulting Structural Engineers Engineer: Vicky Liu Project Westfreld Carlsbad, Regal Cinemas 12 at PCR Location 2525 El Camino Real #100, Carlsbad, GA For Westfield Design & Construction Job No. Date: Page: 13903 08/22/13 Special reinforcing concrete sfiear wall line-L and K line-K Inplane shear fc - 4000 psi teff; wall thickness (in) Acv=Li*teff Vnc=Acv*ac*fc"'^0.5 Vns=Ash* fy= Ash=Acv*pt Asv=Acv*pl Vn=Vnc•^Vns (t)*Vn=0.75*(Vnc-^Vns) Sh,max=Li*12/No-V.Bar Sv,max=Hi*12/No-H. Bar fy= 60 ksi (ac : if Hi/U<=1.5, is 3.0, if Hi/Li>=2 is 2.0 and varies between 3 and 2 for Hi/Li between 1,5 and 2.) pt,min= 0.002(H.}for Bar<=#5, 0.0025(H.) for Bar>#5 pl,min= 0.0012(V.) for Bar<= #5, 0.0015(V.) for Bar>#5 No-V.bar=Asv/As No-H.bar=Ash/As (for design #5 at each face As=0.62 Pier Hp) Li(ft) ti,eff(in) Hi/Li ac Vnc(kips) # of Bar Asv.min Ash,min Vns,min (|)*Vn(kips) Sh.max Sv.max PI 20.5 26.0 13.25 0.788 784 5.0 8.27 496 960 38.6 18.26 P2 20.5 26.0 13.25 0.788 784 5.0 8.27 496 960 38.6 18.26 P3 20.5 26.0 13.25 0.788 784 5.0 8.27 496 960 38.6 18.26 Design Pier PI P2 P3 V-Bar #5(gi18oc #5@18o.c #5@18o.c Boundary element T=IVIu/(0.8Li) As=T/fy Per ACI-21.7.2 code SRCSW max reinforcing spacing 18" o.c. each way. H-Bar #5@18o,c #5(S)18o.c #5@18o.c Vu (kip) 297 322 269 <<J)Vn? TRUE TRUE TRUE Mu(k-ft) 2730 2199 4632 T(kips) 131 106 223 As(sqin) 2.2 1.8 3.7 Design 4-#7 4^7 6-#8 ANF & Associates Consulting Structural Engineers Engineer: Vicky Liu Project Westfield Carlsbad, Rega! Cinemas 12 at PCR Location 2525 El Camino Real #100. Carlsbad, CA For Westfield Design & Construction Job No,: Date: Page: 13903 08/23/13 Corrector Force line-13 line-7 line-1 PI P2 line-K.5 line-L' line-K Rigid Diaphragm for SMF flo=3 Max for above buitdingtable ASCE-0705-12.2.1g Collector Vu Vline Length unit shear left L(ft) right L(ft) Left C(kips Right C(kii fio= Qo*C,left ao*C,right P1 297.0 619.0 312 1.98 182 208 157 118 3 471 353 P2 322.0 619.0 312 1.98 260 286 219 52 3 657 155 P3 269.0 269.0 312 0.86 0 286 0 247 3 0 740 No-Bar Bar size* Ca(kips) Design Left chord Right chord 4 8 169.6 P1 8-#10 6-#10 6 10 397.6 P2 10-#11 4-#8 8 10 530.1 P3 N.A. 10-#11 10 11 801.8 t>*-V4 KSOHMION CUB. OECK TWC OMC TOM. M V COMCMCTC STEEL DECK WELDING PATTERN wmuM UOHOMS anw MH. a-OMT OONC OOMC COUFMSK mnom ummt KSOHMION CUB. OECK TWC OMC TOM. M V COMCMCTC MIMJJD. 10 WUPfOKt wmuM UOHOMS anw MH. a-OMT OONC OOMC COUFMSK mnom ummt KSOHMION CUB. OECK TWC OMC TOM. M V COMCMCTC on MUMEOME MIMJJD. 10 WUPfOKt ONE TKO ISSf Oam. UMZ MH. a-OMT OONC OOMC COUFMSK mnom ummt 0-1 voco n rawuxx 4 1/r t l/l* LT. «r. coMa w/M-tt.ai«u mr nnu Mm 4-iM> n«u MUS »/*•» Finu WUS vir CLC mmm r-«r r-or IO'-r fll son ML non OBX M'-o* nu MOW iMD naet. DCOR mZMM ••D-3 waco n RIMUCX r r a, <n. oott 9/tkt-mim war 4-3/4^ nopu Kin 4-V4'> nnu wata 3/4K nnu MUS • 12* ac BUTTON iar-«-ii'-«-fu aow FX. MMcmu. auir MO O-S » -7-S/V* nnu Mira nnu (BM V*t Finu MIES • 12* OLC KIVIQN r' -mor MCA 0-4 VEWO K9I-W » -T-V4> nnu anu 7-S/4V nnu wn 3/4> Finu mn • 12* OJC WTICM - O-S ISKOO • FOMJOK ao 4 V«* w/jfao-noMOj Mir nnu mm 7-V4^ Finu warn SAD FUBOU mn • ir oc -fifson n. SHOUH tmm MCH D-l MMO W3 rmwiOCK 20 I 1/4" 3 1/4^ LT. vr. COHCL w/M-«2.Maj mr FIMU «CU9i ''-3/*'* nnu Hus V41> Finu mn • ir ac WTOM RSPkc tO'-O---f ^OOn F9L •«? ffwm y'^Jt "ftilim Iff y*«=»^ 1^ lYPICM. OONa TOPPM6 * STEEL DECK SCHEDULE 15 P-6 V«rc<? i/r • p'f B \A/3 4 ^4' z_W RAM Modeler V14.04 - Floor Plan: Roof (theater) DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 — f^y^M RAM Modeler V14.04 - Floor Plan: basket ball course DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 J ovKowO sUar o t RAM Modeler V14.04 - Floor Plan: Kezz.+law roof DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 (M^jt.fL X, (,oW D."«|.Urt>u^M ^^^'^^^ P-4^ j ^c,g -•^4, o»,l!<)i^ $i}e»)^ RAM Mbdeler V14.04 - Floor Plan: Raised Fl ill DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 j^n^^eJl • «• j'"''**^'^ fWC^r' 13 12 (11 10 RAM Modeler V14.04 - Floor Plan: 1st cone Fl DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 13 ) ( 12 ) I 11 ) (10 8 ) I 7) aM'. 3 ) ( 2( )1.5 -+•£> Co>»C. <;l*ii» •i-^'^i^l^ ANF & Associates Project Westfield Carlsbad, Regal Cinemas 12 at PCR Consulting Structural Engineers Location 2525 El Camino Real #100, Carlsbad, CA Engineer: Vicky Liu For Westfield Design & Construction Job No.: 13903 Date: 09/17/13 Page: DS-1 Concrete diaphram Shear at X dir 13 a= 312 ft b= 264 249 145 93 67 © ® ^_5 104 52 26_t_ 67 6.79 !klf QOVK= 495 k we= QoVc= 465 k 123 k 507 k IIOB- 9.28 klf ((Critical shear) VAO= 1921 k v.o= 6.16 klf Concrete diaphram Shear at Y dir 13 10 a^ 312 ft ® 0 i104 b= 264 V,3= V,3= 2033 k 7.70 ki! -t- 194 234 312 I we= noV9= 780 r~rT 7,86 klf I 315 k V QoV^ I 315 k f^oV5.5= 552 T k • t t t I t r~r V • (Critical shear) V,= 2065 k v,= 7.82 klf Diaphragm shear check ACl-21.9.7.1 : il)Vn=0.75*Acv*(2*fc'^0.5-Hpt*fy) Direction Line Avg. unit shear vu Design slab or deck shear strength (jivn vu<(J>Vn? X L 6.79 klf 3" concw/#3@12".0. 7.92 klf TRUE X A.0 6.16 klf 8" cone equal slab. 7.92 klf TRUE Y 1 7.82 klf 8" cone equal slab. 7.92 klf TRUE Y 13 7.70 klf 8" cone equal slab. 7.92 klf TRUE RAM Modeler V14.04 - Floor Plan; Roof (theater) DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 PF-l/5- © @S) © 0 0 0 © 0 0 0 0 0 '(•'it l\ A^^t 1^. I . ^ RAM Modeler V14.04 - Floor Plan: basket ball course DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 13 12] Qri^j (^10 ^ 0 GHD' RAM Modeler V14 .04 - Floor Plan: Mezz.-flow roof DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 Pf-3. a^ply p't^y -{sr. 0 flict RAM Modeler V14.04 - Floor Plan: Raised Fl DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 ,3^ Oi) 67) C?) fa^ (r) 5 5 ) { 2i RAM Modeler V14.04 - Floor Plan: 1st cone Fl DataBase: 13903 Regal Cinemas 12 at PCR-22-SMF-only 08/30/13 09:14:54 ( 13 ) ( 12 ) i 11 j ( 1 o) (.) ( 7 ) { 6fP(f5 ) ( 4 C^) ( •50 1 ) ATVrr Tel:(626)44»-8182 JOB No. / 3 AlSt & ASSOCIATES Fai: (626) 448-8092 /f^^'f A///////' u/jS^// rB.,»..H»f v^^,. E-mril:«nflW8@p.cbeU.net ^5y/)^/Y/^6^ 1^^CC 942e Tebtar ATernie, Suite 118, El Moote, CA 91731 DATE SH. 1^ ^ OF-i ^ ^./>^) ^ ^^^^^ A i^TT-> Tel: (626) 448-8182 AJNr & ASSOCUTES Far: (626)448-8092 Consulting Structural Engineers E-m«a: anfl688@p«cbelLne 942» Tebtar Ayenue, Suite 118, El Monte, CA 91731 JOB No.. BY DATE- r2P/> WALL SH. -OF- / / i J f ^'0 + 7^ "7 -7- . T._^ Tel: (626) 448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structurid Engineers E-maO: anfl6g8(i^acbeU.iie 942* Tebtar Avenue, Suite 118, El Monte, CA 91731 JOB No.. BY DATE- SH. -OF- J^^l 7lU WALL I- r-^ TTT 'I -fz. c^c mi ^7-0 /Q"C€>^C WAIL ll Ah "7^3: L'l' 2^' f 4 Carttilc^yeif (1 Ret^^ Wall Lie. # : KW-06000953 Description: TOP WALL @ SECTION A-A Criteria Retained Height = 6.75 ft Wall height above soil = 10.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure, NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Soil Data Surcharge Loads Surcharae Over Heel = 0.0 psf Used To Resist Sliding & Overturning Surcharge Over Toe 0,0 psf Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = 35.0 psf/ft Toe Active Pressure = 65.0 psf/ft Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 24.00 in Lateral Load Applied to Stem | Lateral Load = 70.0 plf ...Height to Top = 6.75 ft „.Height to Bottom = 0.00 ft File = U.-WSR«*13903.ec6 EhP^CALC.IK&.t963-2013.6wW:6.13.ft20,Vaf:6.13.B.20 Licensee : ANF & ASSOCIATES Calculations per ACI 318-08, ACI S3(H)8, IBC 2009, CBC 2010, ASCE 7-05 Adjacent Footing Load Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Uve Load = 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wind on Exposed Stem = 20.0 psf Stem Construction Top Stem Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio and 0.0 Ibs 0.00 ft 0.00 in 0.00 ft Line Load O.Oft 0,300 Wall Stabliity Ratios Overtuming Sliding Total Bearing Load ,..resultantecc. 1.60 OK 2,65 OK 5,197 Ibs 18,96 in Soil Pressure @ Toe = Soil Pressure @ Heel = A!low3blG ~ Soil Pressure Exceeds Allowable! 4,1 sf psf 0 psf 3.500 psf ACI Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Foofing Shear @ Heel Allowable 4,981 psf 0 psf 0.0 psi OK 28.0 psi OK 82.2 psi Sliding Cafes (Vertical Component NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friction Force Added Force Req'd ....for 1.5:1 Stability Load Factors — Dead Load Live Load Earth, H Wind, W Seismic, E 1,443.4 Ibs 2,004.2 Ibs 1,818.8 Ibs 0.0 lbs OK 0.0 Ibs OK Design Height Above Ftg -, Wall Material Above "Hf Thickness Rebar Size Rebar Spacing #Rebar Placed at Design Data fb/FB-^ fa/Fa Total Force @ Section Moment....Actual Moment Allowable Shear Actual Shear.....Allowable Wall Weight Rebar Depth'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data —— fm Fs Solid Grouting stem OK stem OK ft = 6.75 0.00 = Masonry Concrete in = 8.00 8.00 = # 5 # 5 in = 16.00 12.00 Center Edge 0.6S0 0.9S5 lbs = 200.0 1,860,3 ft-l = 1,000.0 8,086.5 ft-l = 1,515.5 8,206.3 Dsi = 4.4 28.9 psi = 51,6 82.2 psf = 78.0 100.0 in = 3.75 6,19 in = 30.00 21.36 in = 21.36 5.75 in = psi = psi = 1,500 24,000 Yes 1.200 1.600 1.600 1,600 1.000 Modular Ratio 'n' Short Term Factor Equiv. Solid Thick. Masonry Block Type Masonry Design Method Concrete Data fc 21.48 1.333 in= 7.60 = 2 = ASD 1,500 20,000 Yes Yes 9.29 1.333 8.00 psi = psi = 3,000.0 60,000.0 Cantilevered Retaining Wall sit Lie. # : KW-06000953 Fiie=U:W»SRosai13903.ec6 k JWRCAL& II*:. 1983-2013,Build:aiaB.20, Ver6.13.8J?0 I Licensee : ANF & ASSOCIATES Description : TOP WALL @ SECTION A-A Footing Dimensions & Strengths Footing Design Results Toe Width 0.66 ft Heel Width 4.17 Total Footing Width 4.83 Footing Thickness 14,00 in Key Width 12,00 in Key Depth 12,00 in Key Distance from Toe 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density 150.00 pcf Min. As % 0.0018 Cover® Top 2.00 @ Btm,= 3.00 • Toe Heel Factored Pressure 4,981 0 psf Mu': Upward 990 0 ft-lb Mu': Downward = 103 6,756 ft-lb Mu: Design = 886 6,756 ft-lb Aclual 1-Way Shear = 0.00 27.95 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #5 a 18.00 In Heel Reinforcing = #5 118.25 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Notreq'd,Mu<S*Fr Heel: #4@ 9.75 in, #5@ 15.(XI in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key: Nolreq'd,Mu<S*Fr Summary of Overturning & Resisting Forces & Moments Item OVERTURNING Force Distance Moment Ibs ft ft-lb Force RESISTING.. Distance Moment Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load @ Stem Above Soil 1,096.8 -325.9 472.5 200.0 2,64 1,06 4,54 12,92 2,894.3 -344.0 2,145.9 2,583.3 Total = 1,443.4 O.TM. = 7,279.6 Resisting/Overturning Ratio = 1.60 Vertical Loads used for Soil Pressure = 5,196.7 Ibs Soil Over Heel = Sloped Soil Over Heel = Surcharge Over Heel Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem = Soil Over Toe Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component = Total = * Axial live load NOT included In total displayed, or used for overturning resistance, but is included for soil pressure calculation. Ibs ft ft-lb 2,601.2 3.08 8,007,4 145.2 0.33 47.9 1,455,0 0.99 1,445,3 845,3 2.42 2,041,3 150.0 0.50 75,0 5.196.7 Ibs R.M.= 11,616,9 8,in Mas w/*>5 @ 16.in o/c Solid Grout S.in Cone w/#5 @ 12.in o/c 2'-0" #5@18,in @Toe Designer select #5@18,25in all horiz, reinf. -1 3/4" IO'-O" 6'-9" —^ _2:^ . T r-0" 10'-0" 16'-9" 6'-9" 1'-(i" 3'-10" 4'-2" 4'-10" 20.psf| 70.psf^ 1443.4# Pp=2004.2# ^^^am^ 4150. Spsf CantiliBverecl Retaining Wall Description : 4 TH TIER WALL @ SECTION A-A Footing Dimensions & Strengths Toe Width = 1,00 ft Heel Width = 12.00 Total Footing Width = 13,00 Footing Thickness = 24,00 in Key Widlh = 18,00 in Key Depth = 36,00 in Key Distance from Toe = 0.00 ft fc = 3,000 psi Fy = 60,000 psi Footing Concrete Density = 150.00 pcf Min, As % = 0.0018 Cover®Top 2.00 @Btm.= 3.00 in Rle = U:\WSRossi13903.eo6 ENERCALC, INC. 1983-2013. Bultii:6.13.8.28.Var6.13.8.iO Ucensee : ANF & ASSOCIATES Footing Design Results Toe 3,384 1,666 312 1,354 0,00 82,16 #5 ©18,00 in #5 @ 10,00 in None Spec'd Heel 1,349 psf 0 ft-lb 0 ft-lb 19,321 ft-lb 49,12 psi 82.16 psi Factored Pressure Mu'; Upward Mu': Dovmward Mu: Design Actual 1-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 5,25 in, #5@ 8.25 in, #6@ 11.50 in, #7@ 15.75 in, #8@ 20.50 in, #9@ 26. Key: #4@ 7.50 in, #5@ 11.50 in, #6@ 16.50 in, #7@ 22.25 in, Summary of Overturning & Resisting Forces & Moments Force Distance Moment Item Ibs ft ft-lb Heel Active Pressure = 2,080,0 2.67 5,546.7 Surcharge over Heel = Toe Active Pressure = -280.0 1.33 -373.3 Surcharge Over Toe = Adjacent Footing Load = 1,732,7 1.40 2,421.4 Added Lateral Load = 6,046.0 4.50 27,2070 Load @ Stem Above Soil = 6,6 8.17 53.9 Total 9,585,3 O.T.M. = 34,8557 Resisting/Overturning Ratio = 4.59 Vertical Loads used for Soil Pressure = 22,478.0 Ibs Force Ibs ..RESISTING Distance ft 7,260.0 9,473.5 220.0 949.5 3,900.0 675.0 7,50 8,25 0.50 1.50 6.50 0,75 Moment ft-lb 54,450.0 Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Slem = Soil Over Toe = Surcharge Over Toe = Stem Weight(s) Earth @ Stem Transitions = Footing Weight = Key Weight Vert. Component _f Total = 22,478.0 lbs R.M.= 160,020.9 ' Axial live load NOT included in total displayed, or used for overturning resistance, but is included for soil pressure calculation. 78,180.4 110.0 1,424.3 25,350.0 506.3 . m rr' Tei: (626) 448-8182 AINr & ASSOCIATES Fax:(626)448-8092 Consulting Stmctural Engineers E-mail: anfl6W@pacbelLnei 9420 Telstar Avenne, Siritc 118, El Monte, CA »1731 fop WAIL ij) WML /^<^r/^V ^-i> •^^^^ rii^n WAIL u l"ci>HC. JOB NO BY DATE- SH.-RW •OF -2-0 t\c4^kc. WALL - (A' •7^ 1 . ^1 WALL f f 4 ik.Tw-, Tel: (626) 448-8182 AINr & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mail: anfl6gg@pacbell.net 9420 Tebtar Arenue, Suite 118, El Monte, CA 91731 1 'L," JOB NO. . BY. DATE- SH.. 1^ -7^ 4 • -a - 4 //• £ • .4 l^'t ^ Ccn/O, ^//AU- V / <1. 1^. Cantilgyer^d Retaining Wall Description: TOP WALL @ SECTION B-B Criteria Retained Height = 6,75 ft Wall height above soil = 10,00 ft Slope Behind Wall = 0,00:1 Height of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overturning Resistance. Surcharge Loads Surchairae Over Heel = 0,0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe 0,0 psf Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load = 0.0 Ibs Aixial Load Eccentricity = 0.0 in : Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Data Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure = Toe Active Pressure = Passive Pressure = Soil Density, Heel = Soil Density, Toe = Friction Coeff btwn Fig & Soil = Soil height to ignore for passive pressure • ' File°U.'yWSRo8aV13g03ei£ k ENERCALC. INC. 1983-2013. Bulld:6.13.'a20,.Vec:6.13.B.2O I Licensee : ANF & ASSOCIATES Calculations per ACt 318-08, ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 35.0 psf/ft 65.0 psf/fl = 300,0 psf/ft = 110.00 pcf = 110.00 pcf = 0.350 = 24.00 in Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Height to Top ,,.Height to Bottom Wind on Exposed Stem Stem Construction 70.0 plf 6.75 ft 0.00 ft 20.0 psf Top Stem Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Ralio 2nd 0.0 Ibs 0.00 ft 0.00 in O.OOfl Line Load O.Ofl 0.300 1,60 OK 2,65 OK 5,197 Ibs^^l^"^^ Design Height Above Ftg Wall Material Above "Hf o Thickness O^Ci" Rebar Size Soil Pressure i Soil Pressure ( Aliowable I Toe IHeel Soil Pressure Exceeds Aitowable! 18.96 in 4,15l'^(T«J^ 3,500 psf 0^ ACI Factaed @ Toe ACI Factored @ Heel Fooling Shear @ Toe Footing Shear® Heel Allowable 4,981 psf 0 psf 0.0 psi OK 28.0 psi OK 82.2 psi Sliding Calcs (Vertical Component NOT Used) Lateral Sliding Force = 1,443,4 Ibs less 100% Passive Force = - 2,004.2 Ibs less 100% Friction Force = • 1,818.8 Ibs 0.0 lbs OK Added Force Req'd ....for 1.5:1 Stability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 0.0 Ibs OK . . -T^f Rebar Spacing uiiV Rebar Placed at Design Data fb/FB + fa/Fa Total Force @ Seclion Moment....Actual Momeni Allowable Shear Aclual Shear Allowable Wall Weight Rebar Deplh'd' Lap splice if above Lap splice if below Hook embed into footing Masonry Data fm Fs Solid Grouting stem OK Stem OK ft= 6.75 0,00 = Masonry Concrete in = 8.00 8,00 = # 5 # 5 in = 16.00 12.00 = Center Edge _ 0.660 0.98S lbs = 200.0 1,860.3 ft-l = 1,000.0 8,086.5 ft-l = 1,515.5 8,206.3 psi = 4.4 28.9 psi = 51.6 82.2 psf= 78.0 100.0 in = 3.75 6.19 in = 30.00 21.36 in = 21.36 9.59 psi : psi = 1,500 24,000 Yes 1.200 1.600 1.600 1,600 1.000 Modular Ratio 'n' Short Tem Faclor Equiv. Solid Thick. Masonry Block Type Masonry Design Melhod Concrete Data fc Fy 21.48 1.333 in = 7.60 = 2 = ASD 1,500 20,000 Yes Yes 9.29 1.330 8.00 psi = psi = 3,000.0 60,000.0 File=WWSRo6^13903.ec6 k ENERCALC INa 1983-2013, aW:6.13S.a), Ver:6.13.8.20 | Licensee : ANF a ASSOCIATES Caritileyered Retaining Wall Lie. # : KW-06000953 Description: TOP WALL @ SECTION B-B Footing Dimensions & Strengths Toe Widlh 0,66 ft HeelWfidth 4,17 Total Footing Width 4,83 Footing Thickness 14,00 in Key Widlh 12.00 in Key Oepth 12.00 in Key Distance from Toe 0.00 fl fc = 3,000psi Fy = 60,000 psi Fooling Concrete Density 150.00 pcf Min. As % 0.0018 Cover @ Top 2.00 @ Btm.= 3.00 i Footing Design Results Toe Heel Factored Pressure = 4,981 0 psf Mu':Upward = 990 0 ft-lb Mu': Downward = 103 6,756 ft-lb Mu: Design = 886 6,756 ft-lb Actual 1-Way Shear = 0.00 27.95 psi Allow 1-Way Shear = 82.16 82.16 psi Toe Reinforcing = #5@ 18.00 in Heel Reinforcing = # 5 @ 18.25 in Key Reinforcing = None Spec'd Olher Acceptable Sizes & Spacings Toe: Nol req'd, Mu < S * Fr Heel: #4@ 9.75 in, #5@ 15.00 in, #5@ 21.50 In, #7@ 29.00 in, #8@ 38.25 in, #9@ 48 Key: Nolreq'd,Mu<S*Fr Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Surcharge over Heel Toe Active Pressure Surcharge Over Toe Adjacenl Fooling Load Added Lateral Load Load @ Stem Above Soil Total OVERTURNING Force Distance Moment ibs ft ft-lb 1,096.8 2.64 -325.9 1.06 472,5 200,0 1,443.4 Resisting/Overturning Ratio Vertical Loads used for Soil Pressure = 4.54 12.92 2,894.3 -344.0 2,145.9 2,583.3 O.T.M. = 7,279.6 1.60 5,1967 Ibs Force ..RESISTING Distance Moment Soil Over Heel Sloped Soil Over Heel = Surcharge Over Heel = Adjacent Footing Load = Axial Dead Load on Stem = * Axial Live Load on Stem Soil Over Toe = Surcharge Over Toe = Slem Weight(s) = Earth @ Slem Transitions = Footing Weighi = Key Weighi Vert. Component = Total = * Axial live load NOT included in lotal displayed, or used for overtuming resistance, but is Included for soil pressure calculation. Ibs ft fl-lb 2,601.2 3.08 8,007.4 145.2 0.33 47.9 1,455.0 0.99 1,445.3 845.3 2.42 2,041.3 150,0 0.50 75.0 5,196.7 Ibs R.M.= 11,616.9 s.in Mas w/#5@ 16.in o/c Solid Grouf S.in Cone w/ #5 @ 12.in o/c 2'-0" #5@18.in @Toe Designer select #5@18.25in all horiz. reinf. @ Heel -1 3/4" 1'-(i" 8" 3'-10" 4'-2" 4'-10" 1 T 10'-0" IO'-O" 16'-9" 6'-9" 6'-9" 2" J 1 ^ r-2" T 1'-0"1 20,psf^H 70.psl| |. I 1443.4# Pp=2004.2# ^^^^^ 4150.8psf Cantilevered Retain ing Description : 2 ND TIER WALL @ SECTION B-B Criteria Retained Height = 6,00 fl Wall height above soil = 0.33 fl Slope Behind Wall = 0.00:1 Heighl of Soil over Toe = 24.00 in Water height over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resislance. NOT USED for Overturning Resislance. Surcharge Loads Surcharae Over Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe = 0,0 psf Used for Sliding & Overturning Axial Load Applied to Stem Axial Dead Load = 0,0 Ibs Axial Live Load = 0,0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. Soil Pressure ( Soil Pressure ( Allowable )Toe iHeel 4.41 OK 1,54 OK 10,459 Ibs 7.76 in 1,941 psf OK 673 psf OK 3,500 psf Soil Pressure Less Than Aitowable ACI Factored @ Toe = 2,606 psf ACI Faclored @ Heel = 904 psf Fooling Shear @ Toe = 0.0 psi OK Footing Shear® Heel = 48.5 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Componeni NOT Used) Lateral Sliding Force less 100% Passive Force less 100% Friciion Force Added Force Req'd ....for 1.5:1 Slability Load Factors Dead Load Live Load Earth, H Wind, W Seismic, E 3,669.2 Ibs 2,004.2 Ibs 3,660.6 Ibs 0.0 lbs OK 0.0 Ibs OK 1.200 1.600 1.600 1.600 1.000 Soil Data Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Melhod Heel Active Pressure = 65.0 psf/ft Toe Active Pressure = 65.0 psf/fl Passive Pressure = 300.0 psf/ft Soil Density, Heel = 110.00 pcf Soil Densiiy, Toe = 110.00 pct Friciion Coeff btwn Ftg & Soil = 0,350 Soil heighl lo ignore for passive pressure = 24.00 in Hle=UAWSRo8a\13903.8e6 E»KSCALC.m:1983-ai>aB«R13.aaVen^^ Licensee : ANF & ASSOCIATES Calculations per ACI 318-08, ACl 530-08, IBC 2009, CBC 2010, ASCE 7-05 Lateral Load Applied to Stem Adjacent Footing Load Lateral Load ...Heighl lo Top ...Heighllo Bottom Wind on Exposed Stem 1,444.0 plf 3.00 ft 2.00 ft 0.0 psf Adjacent Footing Load Foofing Width Eccentricity Wall to Ftg CL Dist Footing Type Base Above/Below Soil at Back of Wall Poisson's Rafio 5,197,0 Ibs 4.83 ft 18.96 in 4.50 ft Line Load -3,0 ft 0,300 Stem Construction Design Height Above Ftg Wall Material Above •HI' Thickness Rebar Size Rebar Spacing Rebar Placed af Design Data fb/FBfa/Fa Tolal Force @ Seclion Momenl,...Actual Momeni Allowable Shear Actual Shear Atowable Wall Weight Rebar Deplh'd' Lap splice if above Lap splice if below Hook embed into fooling Concrete Data fc Top Stem ft = stam OK 0.00 Conaele 8,00 # 5 12.00 Edge lbs = fl-l = fl-l = psi = psi = psf = in = in = in = in = 0.976 3,999.2 8,012.4 8,206,3 53.9 82.2 100.0 6.19 21.36 9.59 9.59 psi = psh 3,000.0 60,000,0 Cantijttvered Retaining Wall Lie. # : KW-06000953 Description : 2 ND TIER WALL @ SECTION B-B Footing Dimensions & Strengths Toe Widlh 0.66 ft Heel Widlh 7,34 Total Footing Widlh 8.00 Fooling Thickness 14.00 in Key Widlh 12.00 in Key Deplh 12.00 in Key Distance from Toe 0.00 ft fc = 3,000 psi Fy = 60,000 psi Fooling Conaete Density 150.00 pcf Min. As % 0.0018 Cover© Top 2.00 @ Btm.= 3.00 in Footing Design Results Toe File=U:\WSRDS*13903.ec6 ENERCALC, INC, 1983-2013, Bu|l(J:R13.8.20,Ver6.13.B,3O 0 I Licensee : ANF & ASSOCIATES Heel Factored Pressure = 2,606 904 psf Mu'; Upward = 557 0 ft-lb Mu': Downward 103 0 ft-lb Mu: Design = 454 8,012 ft-lb Actual 1-Way Shear = 0.00 48.45 psi Allow 1-Way Shear 82.16 82.16 psi Toe Reinforcing = #5 ® 18,00 in psi Heel Reinforcing = #5 i 10,75 in Key Reinforcing = None Spec'd Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 9.75 in, #5@ 15.00 in, #6@ 21.50 in, #7@ 29.00 in, #8@ 38,25 in, #9@ 48 Key: Nolreq'd,Mu<S*Fr Summary of Overturning & Resisting Forces & Moments Force Distance Moment Force Distance Moment Item Ibs ft ft-lb Ibs ft ft-lb Heel Active Pressure = 1,669,2 2,39 3,987.6 Soil Over Heel 4,404.4 4.66 20,539.2 Surcharge over Heel = Sloped Soil Over Heel Toe Aclive Pressure = -325.9 1.06 -344.0 Surcharge Over Heel Surcharge Over Toe = Adjacenl Footing Load = 3,726.9 4.96 18,469.7 Adjacent Footing Load = 881.8 1.53 1,346.8 Axial Dead Load on Stem = Added Lateral Load = 1,444.0 3.67 5,294.7 * Axial Live Load on Slem = Load @ Stem Above Soil = Soil Over Toe = Surcharge Over Toe = 145.2 0.33 47.9 Total Resisting/Overturning Ratio Vertical Loads used for Soil Pressure 3,669.2 O.T.M. = 10,285.1 4.41 10,459.5 Ibs Slem Weight(s} Earth @ Stem Transitions Fooling Weight Key Weight Vert, Component 633.0 1,400.0 150.0 0.99 4.00 0.50 Total: 10,459.5 lbs R.M. 628.8 5,600.0 75.0 45,350.6 • Axial live load NOT Included in lotal displayed, or used for overtuming resistance, but is included for soil pressure calculation. s.in Cone w/ #5 @ 12.in o/c 2'-0" #5@18.in @Toe -1 3/4" Designer select #5@10.75in all horiz. reinf. @ Heel 1'-(i" 7'-0" 7'-4" S'-O" 6'-0" 6'-4" 2" "l V-2" T r-0" 1444,psf^ Pp= 2004.2# Ad]FtgLoad = 5197.# 18.96in from CL 673.47psf 1941.4psf Cjant^f v^r^d Retam^ Lie. # : KW-06000953 Description: 3 RO TIER @ SECTION B-B Criteria Soil Data Retained Height = 10.00 fl Wall height above soil = 2.00 ft Slope Behind Wall = 0.00:1 Heighl of Soil over Toe = 24.00 in Water heighl over heel = 0.0 ft Vertical component of active Lateral soil pressure options: NOT USED for Soil Pressure. NOT USED for Sliding Resistance. NOT USED for Overtuming Resistance. Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Melhod Heel Active Pressure = 65.0 psf/ft Toe Aclive Pressure = 35.0 psf/fl Passive Pressure = 300.0 psf/ft Soil Densiiy, Heel = 110.00 pcf Soil Density, Toe = 110.00 pcf Friction Coeff btwn Ftg & Soil = 0.350 Soil height to ignore for passive pressure = 24.00 In Fil8 = U:^WSRosa\13903.8<!6 ENERCALC, INC 1^3^013. Buitt&13,8.31, V6r6.13.8.31 Licensee : ANF & ASSOCIATES Calculations per ACI 318-08, ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 Surcharge Loads Lateral Load Applied to Stem Adjacent Footing Load Surcharge (Dver Heel = 0.0 psf Used To Resist Sliding & Overtuming Surcharge Over Toe 0.0 psf Axial Load Applied to Stem Axial Dead Load = 0.0 Ibs Axial Live Load 0.0 Ibs Axial Load Eccentricity = 0.0 in Design Summary Lateral Load ...Height lo Top ...Height to Botiom Wind on Exposed Slem 1,670.0 ptf 7.00 ft 6.00 ft 20.0 psf Adjacent Footing Load Footing Width Eccentricity Wall to Ftg CL Disl Footing Type Base Above/Below Soil at Back of Wall Poisson's Ratio 10459.0 Ibs 8.00 ft 7.76 in 6.00 ft Line Load -3.0 ft 0.300 Stem Construction Wall Stability Ratios Overtuming Sliding Total Bearing Load ...resultant ecc. 3,05 OK 1.61 OK 27,581 Ibs 24.73 in Soil Pressure j Soil Pressure ( Allowable iToe iHeel 3,915 psfCNG; 171 psf 3,500 psf Design Height Above Ftg Wall Malerial Above "HI" ,L Thickness •QX VRebar Size it') Rebar Spacing Soil Pressure Exceeds Allowable! ACI Faclored @ Toe = 5,114 psf ACI Faclored @ Heel = 224 psf Footing Shear @ Toe = 0.0 psi OK Footing Shear @ Heel = 71.6 psi OK Allowable = 82.2 psi Sliding Calcs (Vertical Componeni NOT Used) Lateral Sliding Force = 11,570.8 Ibs less 100% Passive Force = • 9,000.0 Ibs less 100% Friciion Force = - 9,659,0 Ibs Added Force Req'd = 0.0 Ibs OK ....for 1.5:1 Stabilify = 0.0 Ibs OK Load Factors DeadLoad Live Load Rebar Placed al Design Data ft3/FB fa/Fa Total Force @ Section Momenl...Actu3l Moment Allowable Shear Aclual Shear Allowable Wall Weight Rebar Depth'd' Lap splice if above Lap splice if below Hook embed inlo footing Concrete Data fc Fy Top Stem 2nd 3rd stem OK Stem OK Slem OK ft= 9,00 7.00 0.00 = Concrete Concrele Concrete in = 8.00 12,00 18.00 = # 5 # 5 # 7 in = 16.00 12.00 8.00 = Center Edge Edge = 0.037 ll.0$3 0.890 lbs = 116.0 532.0 13,0547 ft-l = 145.3 724.0 52,885.1 ft-l = 3,945,8 13,786.3 59,443.9 psi = 2.4 4.4 817 psi = 82.2 82,2 82.2 psf = 100.0 150,0 225.0 in = 4.00 10.19 15.56 in = 21.36 21.36 37.57 in = 21.36 21.36 8.05 in = 21.36 21.36 8.05 psi = 3,000.0 3,000.0 3,000.0 psi = 60,000.0 60,000.0 60,000.0 Earth, H Wind.W Seismic, E 1.200 1.600 1.600 1.600 1.000 I Cantilevered Retaining Wall File=U.1WSR()saM3903k8C6 ENERCALC, lfe 1983-26l3t!ftad:6.ia8.31,Vy^^^^ lLic.#: KW-06000953 Licensee : ANF & ASSOCIATES Description : 3 RD TIER @ SECTION B-B Footing Dimensions & Strengths Footing Design Results Toe Widlh = 1,00 ft Toe Heel Heel Widlh Tolal Footing Width Fooling Thickness Key Widlh Key Deplh Key Dislance from Toe 12,50 13.50 24.00 in 18,00 in 48.00 in O.OOfl fc = 3,000psi Fy = 60,000 psi Footing Concrete density = 150.00 pcf Min. As % = 0.0018 Cover©Top 2.00 @Btm.= 3.00 in Faclored Pressure Mu': Upward Mu': Downward Mu: Design Aclu ail-Way Shear Allow 1-Way Shear Toe Reinforcing Heel Reinforcing Key Reinforcing 5,114 2,497 312 2,185 0.00 82.16 #5@ 18.00 in # 5 @ 4,75 in None Spec'd 224 psf 0 ft-lb 0 ft-lb 52,885 ft-lb 71,63 psi 82,16 psi Other Acceptable Sizes & Spacings Toe: Not req'd, Mu < S * Fr Heel: #4@ 3.25 in, #5@ 5.00 in, #6@ 7.25 in, #7@ 9,75 in, #8@ 12,75 in, #9@ 16.25 Key: #4@ 7,50 in, #5@ 11.50 in, #8@ 16.50 in, #7@ 22.25 in. Summary of Overturning & Resisting Forces & Moments Force Distance Moment Item Ibs ft ft-lb Heel Active Pressure = 4,680.0 4,00 18,720.0 Surcharge over Heel = Toe Aclive Pressure = -280.0 1.33 -373.3 Surcharge Over Toe = Adjacent Footing Load = 3,460.8 3.77 13,059.8 Added Lateral Load = 3,670.0 8.50 31,195.0 Load @ Stem Above Soil = 40.0 13.00 520,0 Total 11,570.8 O.T.M. = 63,121.5 Resisting/Overturning Ratio = 3.05 Vertical Loads used for Soil Pressure 27,581.1 Ibs Force ..RESISTING Distance Moment Soil Over Heel Sloped Soil Over Heei = Surcharge Over Heel Adjacent Fooling Load = Axial Dead Load on Stem = ' Axial Live Load on Slem Soil Over Toe Surcharge Over Toe = Stem Weighl(s) Earth @ Stem Transitions = Footing Weight = Key Weighi Vert. Component _± Total = ' /Vxial live load NOT included in lotal displayed, or used for overtuming resislance, but is included for soil pressure calculation. Ibs ft ft-lb 12,100.0 8.00 96,800.0 7,934.4 8.00 63,475.3 220.0 0.50 110.0 2,175.0 1.66 3,606.3 2017 2.17 438.5 4,050,0 6.75 27,337.5 900,0 0.75 675.0 27,581.1 Ibs R.M.= 192,442.5 s.in Cone w/ #5 @ 16.in o/c 12.in Concw/#5@ 12.in o/c la.in Cone w/ #7 @ S.in o/c 2'-0" 1 #5@18.in @Toe Designer select #5@4.75in all horiz. reini @Heel .-7 3/4" -2 1/2" 3'-0" 2'-0" 2'-0" 12'-0" IO'-O" 7'-0" 2" 2'-0" 4'-0" V-O' IZ-O" 12'-6" 13'-6" 20.psfl Adj Ftg Load = 10459,# v.,sB5&5.7-76irvjfOfp CL 3670.psf| 11571.# Pp= 9000.# M 3914.7psf . T^T_, Tel: (626) 448-8182 AJN* & ASSOCIATES Fax:(626)448-8092 .Consulting Structurai Engineers E-n»il= «iin6g8(^pacben.net 9420 Tebtar Amtue, Sufte 118, El Monte, CA 91731 2" Cf^Oi^klL > fAi0h ^o/L c ^LAd rNi JOB NO. BY DATE SH.— / 'I 1±J j 0 -^ iH" ANF 8. ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte CA 91731 T 626-448-8182 Title ...New... Job# : 13903 Dsgnr: r>l> Description.... FENCE WALL @ SECTION A/S6.0 Page:^-^r Date: SEP 6,2013 This Wall in File: u:\wsrosa\13903.rp5 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1174885 RP9.27 Restrained Retaining Wall Design Code: CBC 2010 Criteria Retained Height = 5.50 fl Wall height above soil = 10.50 ft Total Wall Height = 16.00 ft Top Support Height = 5.50 ft Slope Behind Wal = 0,00:1 Height of Soil over Toe = 18.00 in Water height over heel = 0.0 fl Soil Data Allow Soil Bearing = 3,500.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 35.0 psf/ft Toe Acfive Pressure 35.0 psf/fl Passive Pressure 300.0 psf/ft Soil Density 110.00 pcf FootingllSoil Frictioi 0.400 Soil heighl to ignore 12,00 for passive pressure 12,00 in Thumbnail Surcharge Loads Surcharge Over Heel = 0.0 psf »>NOT Used To Resist Sliding 8. Overturn Surcharge Over Toe = 0.0 psf NOT Used for Sliding & Overturning I U^ltojjn^at^ra^a^pplie^^te^^l | Adjacent Footing Load Axial Load Applied to Stem Lateral Load = 0.0 #/ft ...Height to Top = O.OOfl ...Height lo Bottor- = 0.00 fl The above lateral toad has been increased 1.60 by a factor of Axial Dead Load = 0.0 lbs /\xial Live Load = 0.0 lbs Axial Load Eccentricity = 0,0 in Wind on Exposed Slem = 25.0 psf Wind acts lefl-to-right toward relenlion side Earth Pressure Seismic Load | ^h Soii Density Multiplier = 0.200 g Adjacent Fooling Load Fooling Widlh Eccentricity Wall to CL Disl Fooling Type Base Above/Below Soil at Back of Wall Poisson's Ratio Added seismie per unit area Stem Weight Seismic Load IFp/Wp Weight Multiplier = 0.250 g Added seismic per unil area Seismic Self-Weight acts left-to-right toward retention side. 0.0 Ibs O.OOfl 0.00 in O.OOfl Line Load O.Oft 0.300 85.9 psf -25.0 psf Design Summary Total Bearing Load = 2,416 Ibs ...resuttant eee. = 0.93 in Soil Pressure @ Toe = 1,208 psf OK Soil Pressure @ Heel = 1,208 psf OK Allowable = 3.500 psf Soil Pressure Less Than Allowable ACI Faclored @ Toe = 1,114 psf ACI Faclored @ Heel = 1,786 psf Fooling Shear @ Toe = 4.9 psi OK Fooling Shear @ Heel = 4.5 psi OK Allowable = 82.2 psi Reaction at Top = 685.S Ibs Reaction at Bottom = 1,195,8 Ibs Sliding Calcs Slab Resists All Sliding 1 Lateral Sliding Force = 1,195,8 Ibs Load Factors — Building Code Dead Load Live Load Earth, H Wind. W Seismic, E J Concrete Stem Construction @ Base of Wall Stam OK O.OOfl # 5 16.00 in Cenier 4.00 in CBC 2010 1.200 1.600 1.600 1.600 1.000 Thickness = 8.00 in py = 60,000 psi Wall Weighi = 100.0 psf fe = 3,000 psi Slem is FREE to rotate al top of footing Mmax Between @ Top Support Top & Base stem OK stem OK Design Height Above Ft£ = 5.50 ft 5.50 fl Rebar Size = # 5 #5 Rebar Spacing = 16.00 in 16.00 in Rebar Plaeed at = Center Center Rebar Deplh 'd' = 4.00 in 4.00 In Design Data fb/FB •^ fa/Fa = 0.90S 0.908 Mu....Aclual = 3,583.1 ft-# 3,583.1 ft-# Mn*Phi Allowable = 3,945.8 ft-# 3,945.8 ft-# Shear Force @ this heighl = 110.9 Ibs Shear Actual = 2.31 psi Shear Allowable = 109.54 psi _ Rebar Lap Required = 21.36 in 21.36 in Hooked embedment into footing Other Acceptable Sizes & Spacings: Toe: # 5 @ 18.00 In -or- Not req'd, Mu < S * Fr Heel:#4@ IS.OOin -or- Nol req'd, Mu < S' Fr Key: No key defined -or- No key defined 0.000 0,Oft-# 3,945,8ft-# 1,422.9 lbs 29.64 psi 82.16 psi 9.59 in ANF & ASSOCIATES Consulting Structural Engineers 9420 Telstar Ave Suite 118 El Monte CA 91731 T 626-448-8182 Title : ...New- Job* : 13903 Dsgnr: r>l> Description..,. FENCE WALL @ SECTION A/S6.0 Page:^/t/-/^ Date: SEP 6,2013 This Wall in File: u:\wsrosa\13903.rp5 Retain Pro 9 © 1989 - 2011 Ver: 9.27 8171 Registration #: RP-1174885 RP9.27 Restrained Retaining Wail Design Code: CBC 2010 Footing Strengths & Dimensions Toe Width Heel Widlh Tolal Fooling Widtl Footing Thickness = Key Width Key Deplh = Key Dislance from Toe = fc = 3,000 psi Fy Footing Concrete Density = Min. As % = Cover® Top = 2.00 in i 0.66 ft 1.34 "I I Footing Design Results 2.00 12.00 in 0.00 in 0.00 in O.OOfl 60,000 psi 150.00 pcf 0.0018 ! Blm.= 2.00 in Faclored Pressure = Mu': Upware) = Mu': Downward = Mu: Design = Actual 1-Way Shear = Allow 1-Way Shear = Toe 1,114 259 82 176 4.90 82.16 ieel 1,786 psf 387 «-# 205 ft-# -182 ft-# 4.53 psi 82.16 psi SummaryofF^^ Forces acting on footing soil pressure (taking moments aboul front of footing fo find eccentricity) Surcharge Over Heel lbs ft n-4 Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe 108.91bs 0.33 ft 35.9 ft-# Adjacent Footing Load Ibs ft ft-# Surcharge Over Toe Ibs ft ft-# Stem Weighi 1,600.0 Ibs 0.99 ft 1,589.3ft-# Soil Over Heel = 407.4Ibs 1.66 ft 677.6ft-* Fooling Weight 300.0 Ibs 1.00 ft 300.0ft-# Total Vertical Force 2,416.3lbs Momeni = 2,602.9ft-# Net Mom. at Stem/Ftg Interface --186.6 ft-# Allow. Mom. @ Stem/Ftg Interface = 2,466.1 ft-# Allow. Mom. Exceeds Applied Mom.7 Yes Therefore Uniform Soii Pressure = 1,208.1 psf DESIGNER NOTES: I 8." Concrete w/#5 @ 16.' " Concrete w/#5 @ 16" Lateral Restraint 685.8 # 5'-6" 8." Concrete w/#5 @ 18." Sliding Restraint 1195.8# #5@18.in @Toe #4@18.in @ Heel -25,psfl Lateral Restraint 685,8 # Sliding Restraint 1195.8# Pp= 787.5# 1195,8# 1208,1 psf If adjacent footing or seismic loading is used, the numerical values are displayed, but the loading curve does not represent the composite loading. A Tel: (626) 448-8182 AJMr & ASSOCIATES Fax: (626) 448-8092 SAr-T^/^ A-Ztr^A r^.iti,p v^^. ir,;^^^ E-mail: aan68g@pacbelLiiet ^"^^/^C^JoK, ^iMjO- 9420 Telstar Aveniie, Suite 118, El Monte, CA 91731 JOBNO. BY DATE SH. -OF- ^^1? (-,(f^f ) W^} ^ • sl 2t ll vv rv ?3J -r^ •Xl- I ,t -7'- CtAU- ^ Masonry Column Fite=U:\WSRD8«M390aec6 | L ENERCALC, INC. 1983-2013, Bulld&iaaSpj Ver:6.13.8.2() | 1 Lie. # : KW-06000953 Licensee : ANF 8. ASSOCIATES Description: I6''x24'COL (2) Code References Calculations per ACI 530-08, IBC 2009, CBC 2010, ASCE 7-05 Load Combinations Used ; ASCE 7-05 Generalinformation Material Properties F'm Fr - Rupture = Em = fm* Column Densiiy = Rebar Grade = Fy-Yield Fs - Allowable = E - Rebar Load Combination • 1,500.0 psi 75.0 psi 900.0 130.0 pcf Grade 60 60000 psi 24000 psi 29,000.0 ksi ASCE 7-05 Column Data Column width along X-X • Column deplh along Y-Y • Longitudinal Bar Size Bars per side at -»-Y & -Y : Bars per side at -^X & -X •• Cover from lies Actual Edge lo Bar Cenier: 15.625 in 23.625 in # 6.0 2 3 3.50 in 4.25 in Analysis Settings Analysis Method = Strength Design 9 factor for Strength Design = 0.90 End Fixity Condition Overall Column Height Construction Type Tie Bar Size Tie Bar Spacing Top Pinned, Bollom Pinned 10.0 ft Solid Grouted Hollow Concrele Masonry = » 3 8.0 in Brace condiiion for deflection (buckling) along columns: Applied Loads X-X (width) axis : Fully braced against buckling along X-X Axis Y-Y (depth) axis : Fully braced against buckling along Y-Y Axis Service loads entered. Load Factors will be applied for calculations. Column selfweight included: 3,332.52 Ibs * Dead Load Factor AXIAL LOADS... BENDING LOADS ... Lat. Uniform Load creating My-y. E = 0.080 k/ft Lat. Point Load at 9.0 ft aeating My-y, D = 0.3830 k DESIGNSUMMARY Bending & Shear Check Resulls PASS Maximum Bending Stress Ratio Load Combination Location of max.above base At maximum location values ane.. Pu 0,9 *Pn Mu-x 0,9* Mn-x: PASS Reinforcing Area Check As: Actual Reinfoicement Min: 0.0025'An Max:0,04'An Dimensional Checks Min. Wkith/Dep!h>=8' PASS Overall Height / Min Dim <= 30 Load Combination Results 0.011 :1 •<-1.40D 8.993 fl 4.666 k 430.663 k 0.482 k-ft 96.899 k-ft (ACI 53(m, SBC 3.3.4. 2.640 0.923 14.766 (>SC;53(W8,Sec3.4.* (ACI Sec 3.4.4. Maximum SERVICE Load Reaclions.. Top along X-X 0.745 k Bottom along X-X 0.438 k Maximum SERVICE Load Deflections... Along x-x 0.001 in for toad combination: D+E 5,168 ft above base Compressive Strength 430,705 k (ACl sms. Sec3.3.4. Pa = 0,80 [ 0,80 f m (An - Ast) FyAst) * [1-(h/(140'r))«2] PASS Check Column Ties f/(c/53(Ki8,Sec2 ).6 Min. Tie Dia. = 1/4", # 3 bar provided Max Tie Spacing = 12.00 in, Provided = 8.00 in Maximum Bending Stress Ratios Maximum Axial Load Maximum Moments Load Combination Stress Ratio Status Localion Aclual Allow Aclual Allow -^1.400 0.01063 PASS 8.993 ft 4.666 k 430.663 k 0.4822 k-ft 96.899 k-ft -^1.20D40.50Lr-^1.60L+1.60H 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft -^1.200-^1.60L-O.50S-^1.60H 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft -^1.200-^1.60Lr-»O.50L 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft -^1.200-^1.60Lr-^0.80W 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft -i-1.20D-tO.50L+1.60S D.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft ••-1.200-^1.60S-K).80W 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft +1.20D-K).50Lr-K).50L-^1.60W D.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft -^1.20D-K).50L-*0.50S-^1.60W 0.009108 PASS 8.993 ft 3.999 k 430.663 k 0.4133 k-ft 96.899 k-ft [ jWasoniy Cofurnh Rl8 = U:\WSRosa\13903.ec6 b ENERCALC. INC. 1983-2013. BuikJ:6.13.aa, V8r«.13.8.20,: 1 ILic. #: KW-06000953 Licensee : ANF & ASSOCIATES Description: 16''x24''COL (2) Load Combination Results Load Combination Maximum Bending Stress Ratios Stress Ratio Stalus Location Maximum Axial Load Actual Allow Maximum Moments Actual Allow +1.20D-*O.50L-tO.20S-€ 0.01051 PASS 5.570 ft 3.999 k 380.560 k 1.243k-ft 118.132k-ft •fO.9OD-^1.60W-^1.60H 0.006831 PASS 8.993 ft 2.999 k 430.663 k 0.31 Ok-ft 96.899 k-ft -H).90D-t£-^1.60H 0.008937 PASS 5.436 ft 2.999 k 335.613 k 1.180k-ft 132.008k-ft Maximum Reactions • Unfactored Note: Only non-zero reactions are listed. Load Combinaiion Y-Y Axis ReacUon @ Base @Top /\xial Reaction @ Base DOnly 0.038 k 0.345 k k EOnly D-»E 0.400 k 0.438 k 0.400 k 0.745 k Maximum Deflections for Load Combinations • Unfactored Loads Load Combinaiion Max. Y-Y Deflection Distance DOnly EOnly D-t£ Cross Section 0.0002 in 0.0008 in 0.0010 in 5.772 ft 5.034 ft 5.168 ft Interaction Diagram Masonry Column P-M Interaction Dlagrarn Allowable ^4onKnt (k^rt) 33.5 S0.3 4 m TT-i Tel: (626) 448-8182 AJNr & ASSOCIATES Fai: (626) 448-8092 Consulting Stmctural Engineers E-msili aiifl688@pacbeU.ne iC 9420 TelrtarATenae, Suite 118, El Monte, CA 91731 0 MIL n \ Pi^-u , -^^^ ^ JOBNO.il2^ BY DATE. SH.— ^^r » LJ . « Tel: (626) 448-8182 AJNr & ASSOCIATES Fax: (626) 448-8092 Cmsutting Sfrnctuml Engineers E-m«il: anfl688@p«cbeU.ne 9420 Tebtar Avenue, Suite 118, El Monte, CA 91731 JOB NO. BY b)lV>^ d^y' CA;U CeL^ W ^/^ >^fox =. /^^ I DATE SH. CHM A, -AO. ^5 j-H . T^^TT-> Tel: (626) 448-8182 AJNr & ASSOCIATES Fax:(626)448-8092 Consulting Structund Engineen E-m»U: «nfl6g8@p«cbeU.net c 9420 Telstar Avenue, Suite 118, El Moitfe, CA 91731 0 / ' / JOB NO. . BY DATE SH. CHl/ OF-fo- ' ^ ^ X /5X ^r " -t^s irlh) . T^^TT-. Tel: (626)448-8182 AJNr & ASSOCIATES Fax:(626)448-8092 Consulting Structural Engineers E-mtil: ann688@p>cbelLiie 9420 Telstar Arenne, Suite 118, El Monte, CA 91731 JOB No. BY DATE SH.- -OF-4 y////7> i^Al> ) t ^4 3 \ r W/^ '^l (y^ ^f) ^ ^,C, . _ Tel: (626)448-8182 ANF & ASSOCIATES Fax: (626) 448-8092 Consulting Structond Engineer E-ni«il= «nfl6g«@p«cbell.nei 9420 Tebtar Aveniie, Suite 118, El Monte, CA 91731 lu^LL I JOB No. BY DATE- SH.-.^/iUor-i 6^5- f/'n" xr^'o" y /f nji /rj c . Tk.~i Tel: (626) 448-8182 AINF & ASSOCIATES Fai: (62<i) 448-8092 Con$ultii« Structural Engineers E-ni«ili »nfl688@pacbeU.ne 94Z0 Tebtar Avenne, Suite 118, EI Monte, CA 91731 7.- JOB No. BY DATE- SH. sm. OF- -7" ^2 ^1' . T^TT-i Tel: (626) 448-8182 AJNF & ASSOCIATES Fax: (626) 448-8092 Consulting Structural Engineen E-mail: anfl688@pacbell.Bei iC 9420 Tebtar Avenue, Suite 118, El Monte, CA 91731 ^) ^^^^ ^ /'^A/L/^j JOB NO. BY DATE- SH.-OP JO W^^LL /^^^ X // X ^yj-L. 19